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R-00-07-25-13B2 - 7/25/2000RESOLUTION NO. R- 00- 07- 25 -13B2 WHEREAS, the City of Round Rock has duly advertised for bids for the Downtown Parking Lot project at Liberty Street and Sheppard Street, and WHEREAS, Chasco 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 Parking Lot project at Liberty Street and Sheppard Street, a copy of said contract being attached hereto and incorporated herein for all purposes. The City Council hereby finds and declares that written notice of the date, hour, place and subject of the meeting at which this Resolution was adopted was posted and that such meeting was open to the public as required by law at all times during which this Resolution and the subject matter hereof were discussed, considered and formally acted upon, all as required by the Open Meetings Act, Chapter 551, Texas Government Code, as amended, and the Act. RESOLVED this 25th day of July, 2000. E LAND, City Secretary KA\ WPZOCS \R85OLUTI \R0073583.WPD /sc ,06 �� • ^ '' • 'T A. STLUKA, JR., Mayor City of Round Rock, Texas JUL -12 -2000 WED 10:03 AM MARTINEZ WRIGHT MENDEZ FAX N0. 5124531734 July 12, 2000 Larry Madsen City of Round Rock 221 East Main Street Round Rock, Texas 78664 Re: Library Parking Lot Dear Mr. Madsen: I have reviewed the bid documentation submitted for the Library Parking Lot construction project. Chasco Contracting is the low bidder. It appears that the required documentation was submitted with the bid, and we observed no mathematical errors in the bid tabulation. Therefore, I recommend that the contract be awarded to Chasco Contracting. Sincerely, 0, � Roberto 0. Martinez, P.E. Martinez, Wright and Mendez, Inc. President P. 02 MARTINEZ, WRIGHT E. MENDEZ, INC. CIVIL ENGINEERING LAND SURVEYING ARCHITECTURE Twin Towers 1106 Clayton la., Suite 400W Austin, Texas 78723 512/453-0767 Fax 512 /453 -1734 Creekside Plaza 900 Round Rock Ave., Suite 310 Round Rock, Texas 78681 512/255 -1833 Fax 512/255-5301 07/12/2000 WED 10:38 [TX /RX NO 7738] 2/]002 BID QUANTITIES Item Description Quantity Unit q I 1-1G-1- /- ▪ 2 ! |!! x 7 18888 88 ,!# #K f ,. -- .- 1 111 -B Excavation (16 inch Average) 600 cy 201 Sub -grade Preparation 1348 sy 2I0-A 10 -Inch Fleuble Base 375 cy 340-3 2" I1MAC Type D 1175 sy 403 -1 Sedmmtanoo/Filtration Pond, including on cast -cat -place reinforced concrete; sand and gravel, geotamle fabric, PVC Sch 40 pipe, fittings, clarwuts, and connection to Cone Inlet, rock 403 -2 Steel Plate & Footing (d Sidewalk I Is 430.A Concrete Curb &Gutter 450 Ig 433 Concrete Dnveway 580 sf $ 420 5 2,43600 S 800 S 4,64000 5 460 S 2,66800 5 750 5 4,35000 439 Parking Lot Bumper Curbs 12 .tl.ml 88888888 e`! "#;« 111181!8 !! P1:38888 � °m " #!■n 8228888■ ![e§!!!« [ 1 8 / • ! H8E aa888888 PUMA s;s ; ;»ea 118 8 8 - - - - 81111888 ;#7§ 4324 Concrete Sidewalk 1 90 432 -RI Handicap Ramp 510A PVC Ape Class 200 (0 50 1" & 1 5 510-V Water Main connection 511A -I Gate Valve 1 -Inch 511A -2 Toro Elaine Valve 1 -inch, and 1 5 -inch 511A -3 Iraganon controller Toro or equal with ram sensor ant 5- watenng schedule 511D -1 14rch Double Back Flow Preventer(Press Reduce ) 00 5 60000 51 ID -2 583 Inch water Meter 100 $ 35000 511D -3 Toro 512 -30 Adjustable Stream Bubbler 34 ea S 13 50 5 459 00 5 13 30 S 452 20 5 6 00 5 204 00 5 20 00 5 68000 511D -4 Toro Center Strip 570 Pop-up 3" 9 ea h @H+ H +@h -H@I @Rh $¥a8k48k8w■88888 " "/4 V V *§)\! . , 8888888888888888 8 "Fal W1 § §Wa gg 8888888888888888 8 n■ } } ƒEf! 4 -- ---- ---- - - ---- - 5I ID -5 Toro 180 Pattern 570 Pop-up 3 Low Gallonage 16 ea 602 -A Bermuda block Sodding 330 sy 608 Trees/Shrubs 99 ea 610-AC Tree Protection (Safety Fencing) 3 ea 639 Rock Berm 10 If 641 Stabilized Construction Entrance 1 ea 642 Silt Fence for Erosion control 220 If 5084105 Standard Curb Inlet 5 feet 1 IF 510-A I8 -tech RCP Pipe CL RI 20 If 860A-4 Thermoplastic Payment Marking 4 -Inch 1250 If 603 -L Bamcades, Signs and Traffic Handling 1 Is 16120 -1 Waring Elanal 1 Is 16120 -2 Light Pole Foundation 2 ea 16120 -3 20-Feet Aluminum Pole 2 ea 161204 Meal Halide 250 Wefts Luminary 4 ea Total Estimate Construction Value City of Round Rock - Library Parking Lot Bids Opened on July 11, 2000 Prepared by Robert Martinez, PE BID QUANTITIES Item Description T-Corp Unit Price Total Travis Paving & Excavation Unit Price Total Engineer's Opinion of Value Unit Price Total 111 -B Excavation (16 inch Average) 5 46 10 S 19,800.00 S 050 5 12,300 00 201 Sub-grade Preparation S 8 10 S 2,696.00 $ 260 5 3,504.80 210-A I0 -Inch flexible Base S 15 NI S 3,75 4.30 $ 16,612 50 340-B 2'HMAC Type S 10 50 S 6,462 50 S 5.25 S 6,168.75 403 -1 Sedimentation/Filtration Pond; including excavanon; cast -in -place reinforced concrete; gravel, geotextile fabric; PVC Sch 40 pipe, fittings, valves. cleanouts, and connection 50 Cone Inlet, rock gabion; S 20,938 00 $ 40,000 00 $ 10,000.00 S 10,000.00 403 -2 Steel Plate & Footing (rr) Sidewalk 5 1,754.00 S 1,754.00 5 2,50000 5 2,500.00 5 160.00 S 160.00 430-A Concrete Curb & Gutter S 17.08 S 7,686.00 $ 1500 S 6,750.00 S 12.00 5 5,400.00 433 Concrete Driveway O N J P W b 8 t 88 S 5.504,20 888888 r o N H H N H 888888 4,4,0,A..., S 4.50 - - - -- 888888 O O N C 8 b O? 8 8 O 439 Parking Lot Bumper Curbs 5 639.96 5 35.00 432-4 Concrete Sidewalk 5 8,965 50 5 4.25 432 -RI Handicap Ramp S 2 047 50 S 1,140.00 000 S 5.50 510A PVC Ape Class 200 (0 50' 1' & 1 51 510-V Water Main connection 5 I q 00 511A -1 Gate Valve 1 -Inch S 83 0.00 $ 60 00 51IA -2 Toro Electric Valve 1 -inch, and 1 5 -inch $ 132 X0.00 S 600.00 511A-3 Iraganon controller Toro or equal with ram sensor ant 5- watenng schedule $ 383 50.00 5 650.00 511D -1 1 -Inch Double Back Flow Freventer (Press. Reducer) 5 295 10.00 $ 800.00 511D-2 5/8 Inch water Meter S 280 00 S 280 00 888888888 1 LCM7Fsssss$$$$ §g$ = .,NN _ a N N N N N N N N N N H N N N N N N N H - -- W P P N> A § § § § § 8 § §8o o go8 �� 888888888888808888 51ID -3 Toro 512.30 Adjustable Stream Bubbler S 43 511D-4 Toro Center Strip 570 Pop-up 3' 5 54 511 D-5 Toro 180 Pattern 570 Pop-up 3• Low Gallonage S 35 602 -A Bermuda block Sodding S 4.70 5 1,551 00 608 Trees/Shrubs S 50 610-AC Tree Protection (Safety Fencing) S 19: 639 Rock Berm $ 19.20 S 192.00 641 Stabilized Construction Entrance S 1,024.00 S 1,024.00 642 Silt Fence for Erosion control S 2.56 5 563.20 508.1105 Standard Curb Inlet 5 feet S 186 45 8 186 45 5l0-A 18 -inch RCP Ape CL III S 185.70 5 3,714 00 860A -4 Thermoplastic Payment Marking 4 -Inch 5 0.03 S 37 50 803 -L Bamcades, Signs and Traffic Handling 5 1,15300 S 1,15300 16120-1 Wiring Elecncal 5 8,503,00 S 8,50300 16120-2 Light Pole Foundation 5 1,280,67 5 2,56134 16120-3 20 -Feet Aluminum Pole $ 448.00 $ 896 00 16120-4 Metal Halide 250 Watts Luminary 5 373.00 $ 1,492.00 Total Estimate Construction Value 5 140,025.74 City of Round Rock - Library Parking Lot Bids Opened on July 11, 2000 Prepared by Robert Martinez, PE ° nn�1 R DOWNTOWN PARKING LOT ry � L RREmYNT/D'ARCDATM W UNCIL AGENDA DEMSRIDERT DATE: July 20, 2000 SUBJECT: City Council Meeting — July 25, 2000 ITEM: 13.B.2. Consider a resolution authorizing the Mayor to execute a contract with Chasco Construction for the Downtown Parking Lot project at Liberty Street and Sheppard Street. A total of six bids were opened on July 11, 2000 and Chasco Construction was the low bidder in the amount of $87,566.40. Martinez, Wright and Mendez, engineers for the project, have reviewed the bid tabulations and recommends approval. Staff Resource Person: Jim Nuse, Public Works Director. 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CITY OF ROUND ROCK PUBLIC WORKS DEPARTMENT APPROVED BY CITY ORNEY PREPARED B?: ROBERT 0. MARTINEZ 2008 ENTERPRISE DRIVE ROUNC ROCK TEXAS 786:4 LIBRARY PARKING LOT JUNE 20, 2000 2- oo - o7- as- /3 6a, DATE rC' ZE °P rit ,*, R'BE• v I MARTINEZ1 25364 Atk j� �� ✓,1.: / / Y \ ..g * Martinez, Wright & Mendez, Inc. CIVIL & ENVIRONMENTAL ENGINEERING SURVEYING ARCHITECTURE Twin Towers Creekside Plaza 1106 Clayton Liz, Suite 400w 900 Round Rock Ave. Suite 310 Austin, Texas 78723 Round Rock, Texas 78681 (512) 453 -0767 Fax (512) 453-1734 (512) 255-1833 Fax (512) 255-5301 MWM No. 702 -02d Section Description Page 1.0 Notice to Bidders NB-1 2.0 Bid Documents BD-1 3.0 Post Bid Documents PBD-1 4.0 General Conditions GC -1 5.0 Special Conditions SC -1 6.0 Technical Specifications TS-1 7.0 Plans, Details and Notes PDN -1 table.mst/spec TABLE OF CONTENTS 1.0 NOTICE TO BIDDERS Publish Dates: Austin American Statesman: June 20, 2000 June 22, 2000 June 27, 2000 noticebd/spcc.master 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 Library Parking Lot (project includes sedimentation/filtration system, RCP pipe, HMAC pavement, curb and gutter, irrigation/landscape, and illumination) will be received until 2:00 pm Thursday, July 6, 2000 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 "Library Parking Lot" and "City of Round Rock ". 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 June 21, 2000 for a non - refundable charge of $ 70.00 per set. Pre -bid meeting on 2:00 pm Thursday, June 29, 2000 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. NB -1 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 fmd 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; biddoc.mstlspec BD -1 or to do the work otherwise when the best interest of the City of Round Rock will be thereby promoted. 9. In case of ambiguity or lack of clarity in the statement of prices in the bids, the City of Round Rock reserves the right to consider the most favorable analysis thereof, or to reject the bid. Unreasonable (or unbalanced) prices submitted in a bid may result in rejection of such bid or other bids. 10. Award of the contract, if awarded, will be made within sixty (60) days after opening of the proposals, and no bidder may withdraw his proposal within said sixty (60) day period of time unless a prior award is made. 11. Within ten (10) days after written notification of award of the contract, the successful bidder must furnish a performance bond and a payment bond in the amount of one hundred percent (100 %) of the total contract price. If the total contract price is $25,000.00 or less, the performance and payment bonds will not be required. Said performance bond and payment bond shall be from an approved surety company holding a permit from the State of Texas, with approval prior to bid opening, indicating it is authorized and admitted to write surety bonds in this state. In the event the bond exceeds $100,000.00, the surety must also (1) hold a certificate of authority from the United States secretary of the treasury to qualify as a surety on obligations permitted or required under federal law; or (2) have obtained reinsurance for any liability in excess of $100,000.00 from a reinsurer that is authorized and admitted as a reinsurer in this state and is the holder of a certificate of authority from the United States secretary of the treasury to qualify as a surety or reinsurer on obligations permitted or required under federal law. In determining whether the surety or reinsurer holds a valid certificate of authority, the City may rely on the list of companies holding certificates of authority as published in the Federal Register covering the date on which the bond is to be executed. 12. If the total contract price is less than $25,000.00 the performance and payment bond requirement will be waived by the City of Round Rock. Payment will be made following completion of the work. 13. Failure to execute the construction contract within ten (10) days of written notification of award or failure to furnish the performance bond, or letter of credit if applicable, 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 biddoc.mst/spec BD -2 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 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 that an inspection biddoc.mst/spec BD - can be made by the representative. Where practical, the materials will be labeled as the property of the City of Round Rock. 18. No conditional bids will be accepted. 19. If the bidder's insurance company is authorized, pursuant to its agreement with bidder, to arrange for the replacement of a loss, rather than by making a cash payment directly to the City of Round Rock, the insurance company must furnish or have furnished by bidder, a performance bond in accordance with Section 2253.021(b), Texas Government Code, and a payment bond in accordance with Section 2253.021(c). biddoc.msUspec BD -4 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 as OOfigee, te? caligthe Obligee, in the sum of 5% OF THE TOTAL AMOUNT BID Dollars ($ = 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 LIBRARY PARKING LOT 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 11TH day of JULY A.D. la 2000 Witness CHASCO CONTRACTING Attest n< e, Attest 104-a�szUz-Lut (Approved by American Institute of Architects, A.I.A. Document No. A -310, 1970 Edition) Form S -3266-4 Printed in U.S.A. 12 -70 By By (Title GLACE, CEO Hartford Fire Insurance Company (SEAL) (SEAL) (SEAL) (SEAL) Nin Smith Attorney -in -fact (Title) (SEAL) HARTFORD FIRE INSURANCE COMPANY Hartford, Connecticut Know all men by these Presents, That HARTFORD FIRE INSURANCE COMPANY, a corporation duly organized under the laws of the State of Connecticut, and having its pnnapal office in the City of Hartford, County of Hartford, State of Connecticut, does hereby make, conslltute and appoint ROBERTJAMES NITSCHE DAVID P. FERGUSON, VIOLET FROSCH, NINA SMITH and ROBERT K NITSCHE of GIDDINGS, TEXAS its true and lawful Attomey(s) -in -Fact, with full power and authonry to each of said Attomey(s) -in -Fad, in their separate capacity d more than one is named above, to sign, execute and acknowledge any and all bonds and undertakings and other wnbngs 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 heal; guaranteeing the performance of contracts other than insurance policies; guaranteeing the performance of insurance contracts where surety bonds are accepted by states and muniapaldies, and executing or guaranteeing bonds and undertakings required or permitted in all actions or proceedings or by law allowed, and to bind 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 HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers, and hereby ratifies and confines all that its said Attomey(s)-in -Fact may do in pursuance hereof. This Power of Attorney Is granted under and by authonry of the By -Laws of HARTFORD FIRE INSURANCE COMPANY, ('the Company') as amended by the Board of Directors at a meeting duly called and held on July 9, 1997, as follows: SFrT10N 7. The President or any Vice President or Assistant Vice-President, acting with any Secretary or Assistant Secretary shall have porter and authority to sign and execute and attach the seal of the Company to bonds and undertakings. recongnmanrxs, contracts of Irdernnay and other wntngs obligatory in the nature thereof, and such Instruments so signed and executed, wM or without the common seal, shall 0e valid and binding upon Me Company. SFCT1ON @ The Reagent or any Vice- President or any Assistant Vice President acting tenth any Secretary or Assistant Secretary, shag have power and authonry to appoinb for purposes only of executing and attesting bonds and undenalongs and other writings obl in the nature thereof, one or more resident Vice Presidents. rpsdent Assistant Secretanes and Attomeysin •Fad and at any time to remove any such resident Vice- President. resident Assistant Secretary, orAttomey -.n -Fact and revoke the power and authonty given to him Resohed. that the signatures d such Men and the seal of ma Company may be affixed to any suet, pewee of achnay or to any meat. Main; ewe* by faoamle and any such peter of adcnmey a m0fiahe beanne such femme, synshves or faeanle seal stall be yaw and 50009 epee the Carparry and any sun pwaer 50 eseoded and mn0ud by faa]Imle sgnaNe and faoanO seal snail be valid and bvdaig upon Me Compeer, n Oa 510,1* yell reaped d airy bend a uidblYdlq m et0ch d e attached. In Witness Whereof, HARTFORD FIRE INSURANCE COMPANY has caused these presents to be signed by its Assistant Vice President, and its corporate seal to be hereto affixed, duly attested by its Secretary, this 15th day of September, 1997. Attest HARTFORD FIRE INSURANCE COMPANY Richard A. Hermanson, Secretary STATE OF CONNECTICUT COUNTY OF HARTFORD STATE OF CONNECTICUT} SS. POWER OF ATTORNEY ARTICLE IV John F. Burke, Assistant Vice President On this 15th day of September. A D. 1997, before me personally came John F. Burke, to me known, who being by me duly sworn, did depose and say: that he resides In the County of Hartford, State of Connecticut; that he is the Assistant Vice - Presided of 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. 55 \ / V Aaa H. Wcmak COUNTY OF HARTFORD Notary Rlbhc MYCoammrioaF pirer Fee 30, ISS9 CERTIFICATE I, the undersigned, Secretary of HARTFORD FIRE INSURANCE COMPANY. a Connecheut Corporation, DO HEREBY CERTIFY that the foregoing and attached POWER OF ATTORNEY remains in full force and has not been revoked; and furthermore, that Mile (V, Sections 7 and 8 of the By -Laws of HARTFORD FIRE INSURANCE COMPANY, set forth in the Power of Attorney, are now in force. Sunned and sealed at the City of Hartford. Dated the 1 1 TH day of JULY , 2 0 0 0 Form 53507.9 (HF) Pentad i0 U.S.A. ,a7 Az Robert L Post, Secretary BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 1 111 -B 600 C.Y. Excavation (16 inch Average) For Twenty -One $ 21 00 $ 12,600.00 Dollars and No cents 1 1 1 1 OWNER: 1 DATE: 1 Gentlemen: 1 1 1 1 1 1 1 1 1 1 1 1 1 JOB NAME: Library Parking Lot PROPOSAL BIDDING SHEET JOB LOCATION: Liberty/Sheppard Round Rock, Williamson County, Texas City of Round Rock, Texas Pursuant to the foregoing Notice to Bidders and Instructions to Bidders, the undersigned bidder hereby proposes to do all the work, to furnish all necessary superintendence, labor, machinery, equipment, tools, materials, insurance and miscellaneous items, to complete all the work on which he bids as provided by the attached supplemental specifications, and as shown on the plans for the construction of Library Parking Lot for the City of Round Rock and binds himself on acceptance of this proposal to execute a contract and bond for completing said project within the time stated, for the following prices, to wit: BASE BID biddoc.mst/spec BD -6 BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 2 201 1348 S.Y. Sub -grade Preparation for One Dollar and Thirty cents $ 1 30 $ 1.752.40 3 210 -A 375 C.Y. 10 Inch Flexible Base for Twenty -Five $ 25.00 $ 9,375.00 Dollars and No cents 4 340 B 1175 S.Y. 2° HMAC Type D For Seven Dollars And Thirty cents 5 7.30 $ 8,577.50 5 403 -1 1 L.S Sedimentation /Filtration Pond, including excavation, cast -in -place reinforced concrete; sand and gravel, geotext le fabric; PVC Sch 40 pipe, fittings, valves, cleanouts, and connection to Conc.Inlet,rock gabion; steel plates; metal railing,Bollars; and all other materials necessary to provide complete in place For Eleven Thousand Four Hundred $ 11,400 00 $ 11,400 00 Dollars And No cents 6 403-2 1 L.S. Steel Plate & Footing ig Sidewalk For Nine Hundred $ 900.00 $ 900 00 Dollars And No cents 7 430 -A 450 L F. Concrete Curb & Gutter For Nine Dollars And Forty cents $ 9.40 $ 4,230.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mst/spec BD -7 BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 8 433 580 S.F. Concrete Driveway for Four Dollars and Twen cents $ 4.20 $ 2,436 00 9 439 12 Ea Parking Lot Bumper Curbs For Thirty Dollars And No cents $ 30 00 360 00 10 432-4 1,290 S.F. Concrete Sidewalk For Three Dollars And No cents $ 3.00 $ 3,870.00 11 432 -R1 1 Ea Handicap Ramp For Four Hundred $ 400.00 400.00 Dollars And No cents 12 510A 910 L.F. PVC Pipe Class 200 (0.50" , 1" & 1.5 ") For Five Dollars And No cents $ 5.00 $ 4.550.00 13 510 -V 1 Ea Water Main Connection For Thirteen Hundred $ 1,300.00 $ 1,300.00 Dollars And No cents 14 511A -1 1 Ea. Gate Valve 1 Inch For Three Hundred Ten $ 310.00 S 310.00 Dollars And No cents 15 511A -2 4 Ea. Toro Electnc Valve 1 Inch, and 1.5 Inch For One Hundred Thirty -Five $ 135 00 $ 540 00 Dollars And No cents 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mst/spec BD -8 BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 16 511A -3 1 Ea. Irrigation Controller Toro or equal with rain sensor and 5 day watering schedule For Three Hundred $ 300 00 $ 300.00 Dollars And No cents 17 511 D -1 1 Ea. 1 Inch Double Back Flow Preventer (Press. Reducer) For Four Hundred $ 400.00 $ 400.00 Dollars And No cents 18 511D -2 1 Ea. 518 Inch Water Meter For Thirteen Hundred $ 1,300.00 $1,300.00 Dollars And No cents 19 511 D -3 34 Ea. Toro 512 -30 Adjustable Stream Bubbler For Thirteen $ 13 50 $ 459.00 Dollars And Fifty cents 20 511 D-4 9 Ea. Toro Center Strip 570 Pop -up 3 For Twenty-One 5 21.00 $ 189.00 Dollars And No cents 21 511D-5 16 Ea. Toro 180 Pattern 570 Pop -up 3" Low Gallonage For Twenty-Six $ 26.00 $ 416 00 Dollars And No cents 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mst/spec BD - BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 22 602 -A ' 330 S.Y. Bermuda Block Sodding For Ten Dollars And No cents $ 10.00 $ 3,300 00 23 608 99 Ea. Trees /Shrubs For Thirty -One $ 31.00 $ 3,069 00 Dollars And No cents 24 610- AC 3 Ea Tree Protection (Safety Fencing) For One Hundred Thirty-Five Luso $ 405.00 Dollars And No cents 25 639 10 L.F. Rock Berm $ 27 00 $ 270 00 For Twenty -Seven Dollars And No cents 26 641 1 Ea Stabilized Construction Entrance For One Thousand $ 1,000.00 1 000 00 Dollars And No cents 27 642 220 L F. Silt Fence for Erosion Control For Two Dollars And No cents $ 2.00 $ 440.00 28 508- I10S 1 Jer EA Standard Curb Inlet 5 feet For Sixteen Hundred $ 1,600 00 $ 1,600 00 Dollars And No cents 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mstispec BD -10 1 BID NO. ITEM No. QTY. UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT 29 510 -A 20 L F. 18 inch RCP Pipe CL III For Fi -Four Dollars And No cents $ 54.00 $ 1,080 00 30 860A -4 1250 L.F. Thermoplastic Pavement Marking 4 Inch For No Dollars And Thirty -Five cents 5 0 35 $ 437.50 31 803-L 1 L.S. Barricades, Signs and Traffic Handling For Six Hundred Dollars and No cents $ 600.00 $ 600.00 32 16120- 1 L.S. Wiring electrical 1 For Filly -One Hundred Dollars and No cents $ 5.100.00 $ 5.100.00 33 16120- 2 Ea. Light Pole Foundation 2 For One Thousand Dollars and No cents $ 1,000 00 $ 2,000.00 34 16120- 2 Ea. 20 Feet Aluminum Pole 3 For Six Hundred Dollars and No cents $ 600.00 $ 1,200 00 35 16120- 4 Ea Metal Halide 250 Watts Luminary 4 For Three Hundred Fifty Dollars and No cents $ 350.00 $1,400.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 biddoc.mst/spec BD - 1 TOTAL BASE BID (Items 1 through Item 34): $ 87,566.40 1 ' If this proposal is accepted, the undersigned agrees to execute the contract and provide necessary bonds and insurance certification as per the Instructions to Bidders and commence work within fourteen (141 calendar days after written Notice to Proceed The undersigned further agrees to complete the work in full 1 within ninety (90) 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. 1 1 CHAZ GLACE, CEO Title for 1 1 Date 1 1 1 1 1 1 Res 1 ` bm Atter CHASCO CONTRACTING ' Name of Firm JULY 11, 2000 1 A- d de,l �(,„ 1 Q- din d ✓w, r iddoc.msNspec r 2- BD -12 P 0 BOX 1057, ROUND ROCK, TX 78680 Address 512 - 244 -0600 Telephone CJJCA14 A MPRRTMAN Secretary, if Contractor is a Corporation Ca /3o / ©0 7 / ca / o ° Inc ci JGGL , 1 1 1 11 1 1 3.0 POST BID DOCUMENTS THE STATE OF TEXAS postbid.mst/spec master COUNTY OF WILLIAMSON § AGREEMENT S AGREEMENT, made and entered into this day of , 2000, by and between (Owner) City of Round Rock, Texas of the of Tef as, acting through Robert A. Stluka, Jr., Mayor, thereunto duly authorized so to do, hereinafter termed OWNER, and (Contractor) CHASCO CONTRACTING of AUSTIN , Texas, County of TRAVI 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: Construction of a new Library Parking Lot on two downtown blocks owned by the City of Round Rock 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 fourteen (14) calendar days after the date written notice to do so have been given to him, and to complete the same within (ninety) 90 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 General and Special Conditions of the Contract. PBD -1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 (OWNER) A 1 1'bST: A$$t City Secretary (The following to be executed if the Contractor is a Corporation.) SUSAN A. MERRIMAN , certify that I am the Secretary of the Corporation named as Contractor herein; that TEMPLE ADAM , who signed this Contract on behalf of the Contractor was then PRESIDENT (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. Corporate Seal postbid.mstlspec master Signed: G!'it/1Cv• £ . fl `vv`.. PBD -2 (CONTRACTOR) B TEMPLE ADA (Typed name) A11'1 ST: CHASCO CONTRACTING (Title) (,{ / SecreTary, if Contractor is a Corporation or otherwise registered with the Secretary of State THE STATE OF TEXAS COUNTY OF WILLIAMSON KNOW ALL MEN BY THESE PRESENTS: That CHASCO CONTRACTING of the City of AUSTIN , County o T RAVIS , and State of TEXAS as Principal, and HAR FIRt INSUHWVI t authorized under the law of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto THE CITY OF ROUND ROCK, TEXAS, (Owner), in the penal sum of EIGHTY SEVEN THOUSAND FIVE HUNDRED SIXTY SIX AND 40 /100 - - dollars ($ 87,566.40 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 day of 20_ 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: postbid.mst/spec master PERFORMANCE BOND CONSTRUCTION OF A NEW LIBRARY PARKING LOT ON TWO DOWNTOWN BLOCKS OWNED BY THE CITY OF ROUND ROCK NOW, THEREFORE, THE CONDITIONS OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract and shall, in all respects, duly and faithfully observe and perform all and singular the covenants, conditions and agreements in and by said Contract, agreed and covenanted by the Principal to be observed and performed, including but not limited to, the repair of any and all defects in said work occasioned by and resulting from defects in materials furnished by or workmanship of, the Principal in performing the work covered by said Contract and occurring within a period of twelve (12) months from the date of the contract Completion Certificate and all other covenants and conditions, according to the true intent and meaning of said Contract and the Plans and Specifications hereto annexed, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253, Texas Government code, as amended, and all liabilities on this bond shall be determined in accordance with the provisions of said Chapter 2253 to the same extent as if it were copied at length herein. PBD -3 BOND //65BCSAK5697 1 1 1 1 1 1 1 1 1 1 1 1 1 N 1 1 1 1 1 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 17TH day of AUGUST instrument this 20 00 . CHASCO CONTRACTING Tern pie AD AI Title P.O. BOX 1057 Address Resident Agent of Surety: Printed Name 143 EAST AUSTIN Address GIDDINGS, TEXAS 78942 c postbid.mst/spec muter PgESI O EN7 INSURANCE NETWORK OF TEXAS HARTFORD FIRE INSURANCE COMPANY Surety By: PBD -4 ATTORNEY -IN -FACT Title P.O. BOX 4611 Address ROUND ROCK, TEXAS 78680 HOUSTON, TEXAS 77210 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 THE STATE OF TEXAS COUNTY OF WILLL4MSON postbtd.mst/spec muter PAYMENT BOND PBD -5 BOND # 65BCSAK5697 KNOW ALL MEN BY THESE PRESENTS: That CHASCO CONTRACTING , of the City of AUSTIN , County of TRAVIS , and State of HARTFORD TEXAS as Principal, and FIE INSURANCE auuiorized under the laws of the State of Texas to act as Surety on Bonds for Principals, are held and firmly bound unto THE CITY OF ROUND ROCK, (OWNER), and all subcontractors, workers, laborers, mechanics and suppliers as their interest may appear, all of whom shall have the right to sue upon this bond, in the penal sum of EIGHTY SEVEN THOUSAND FIVE HUNDRED SIXTY SIX AND 40/100 - Dollars ($ 87,566.40 ) 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 day of , 20� 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: CONSTRUCTION OF A NEW LIBRARY PARKING LOT ON TWO DOWNTOWN BLOCKS OWNED BY THE CITY OF ROUND ROCK NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall well and truly pay all subcontractors, workers, laborers, mechanics, and suppliers, all monies to them owing by said Principals for subcontracts, work, labor, equipment, supplies and materials done and furnished for the construction of the improvements of said Contract, then this obligation shall be and become null and void; otherwise to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253, Texas Government code, as amended, and all liabilities on this bond shall be determined in accordance with the provisions of said Chapter 2253 to the same extent as if it were copied at length herein. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 it's obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this Instrument this 17TH day of AUGUST 2000 CHASCO CONTRACTING Principal Surety TEMPLE ADA ?g - ESIAa r 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 GIDDINGS, TEXAS City, ' . to : _. i y postbid.mst/spec master HARTFORD FIRE INSURANCE COMPANY By: aJ �1n16c N A . SMITH Title PBD - 6 ATTORNEY -IN -FACT P.O. BOX 4611 Address 'CERTIFICATE OF LIABILITY INSURANCE PRODUCER Insurance Network of Texas 143 East Austin Giddings, Texas 78942 COMPANIES AFFORDING COVERAGE A Maryland Casualty Company B Colonial Casualty Insurance Date: 8 -16 -00 ,INSURED P O B 3 r / 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. ' CO TYPE OF INSURANCE POLICY EFFECTIVE EXPIRATION LIMITS LTR NUMBER DATE DATE IA 1 1 1 'A IB 1 1 1 GENERAL LIABILITY AUTOMOBILE LIABILITY EXCESS LIABILITY OTHER C CON28343094 3 -9 -00 3 -9 -01 PRODUCTS COMP /OPAGG. $ 2,000,000 PERSONAL &ADV.INJURY $ 1,000,000 EACH OCCURRENCE S 1,000,000 FIRE DAMAGE (Any one fire) $ 300,000 MED. EXPENSE (Any one person)$ 10,000 C0N69926161 3 -9 -00 3 -9 -01 C0N32661937 3 -9 -00 3 -9 -01 WORKERS' COMPENSATION AND EMPLOYERS' LIABILITY WC007006 3 - 9 - 00 3 - 9 - 01 D ESCRIPTION OF OPERATIONS /LOCATIONS/VEHICLES /SPECIAL ITEMS/EXCEPTIONS 1 ERTIFICATE HOLDER: City of Round Rock 221 E. Main Street Round Rock, Texas 78664 attn: Joanne Land •ostbul.msl /spec muter PBD -7 Title: CEO GENERALAGGREGATE $.4,0)0,000 COMBINED SINGLE LIMIT $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE $ DISEASE - POLICY LIMIT STATUTORY LIMITS 1,00 EACH OCCURRENCE $10,000,000 AGGREGATE $10,000,000 EACH ACCIDENT $ 1,000,000 $ 1,000,000 DISEASE -EACH EMPLOYEE $ 1,000,000 e City of Round Rock is named as additional insured with respect to all policies except Workers' Compensation and Employers' Liability. hould any of the above described policies by cancelled or changed before the expiration date thereof, the issuing company will mad thirty (30) days written notice to the certificate holder named below. SIGNATURE OF AUTHORIZED REPRESENTATIVE WARRANTY BOND BOND NUMBER 65BCSAK5697 $87,566.40 KNOW ALL MEN BY THESE PRESENTS, That CHASCO CONTRACTING (hereinafter called the "Principal ") as Principal, and theHARTFORD FIRE INSURANCE CCNPANY a Corporation duly organized under the laws of the State of CONNECTICUT and duly licensed to transact business in the State of TEXAS (hereinafter called the "Surety"), as Surety, are held and firmly bound unto THE CITY OF ROUND ROCK, TEXAS (hereinafter called the "Obligee "), in the sum of EIGHTY SEVEN THOUSAND FIVE HUNDRED SIXTY SIX AND 40/100 dollars ($ 87,566.40 ) 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 17TH day of AUGUST , A.D. two thousand 00 and WHEREAS, the said Principal has heretofore entered into a contract with CITY OF ROUND ROCK, TEXAS Dated , 20 construction of: A NEW LIBRARY PARKING LOT ON TWO DOWNTOWN BLOCKS OWNED BY IHE CITY OF ROUND ROCK 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 (1) year 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 one (1) year from the date of acceptance of the project above described, by Owner: The City of Round Rock, Texas postbid.msUspec master PBD -8 AMOUNT we, 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 - TOlapps AQpy, PgEstoni7 ATTORNEY -IN -FACT 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 GIDDINGS, TEXAS 78942 City, State & Z ignature i • postbid.mst/spec master HARTFORD FIRE INSURANCE COMPANY Surety t / - xt, By: Title PBD -9 A SMITH P.O. BOX 4611 Address 1 HARTFORD FIRE INSURANCE COMPANY Hartford, Connecticut POWER OF ATTORNEY I Know all men by these Presents, Thal HARTFORD FIRE INSURANCE COMPANY. a corporation duly organized under the laws of the Stale of Connecticut. and having Its principal once in the City of Hartford. County of Hadford, State of Connecticut, does hereby make, constitute and appoint 1 1 1-f l 'aul A. Bergenholtz, Assistant Secretary STATE OF CONNECTICUT SS. Hartford • COUNTY OF HARTFORD 1 1; 1 Its True and lawful Atlomey(s )-in -Fact with full power and authority to each of said Attorney(s)-in-Fact, in their separate capacity 9 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 (rust, guaranteeing the performance of contacts other than Insurance policies; guaranteeing the performance of insurance contracts where surety bonds are accepted by stales and municipahbes, and executing or guaranteeing bonds and undertakings required or permitted in all actions or proceedings or by law allowed. and to bind 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 I signed by an Executive Officer or HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers, and hereby ratifies and canfirns all that Its said Attomey(s )-In -Fact may do in pursuance hereof. This Power of Attomey is granted under and by aulhonty of the By -Laws of HARTFORD FIRE INSURANCE COMPANY, (the Company') as amended by the Board of Directors at a meeting duly called and held on July 9, 1997, as follows' ARTICLE IV • SECTION 7. The President or any Vice President or Assistant Vice - President, acting vnth any Secretary or Assistant Secretary shall have power and authority to sign and execute and attach the seal of the Company to bonds and undertakings, recongnlzances, contracts of indemnity and other writings obligatory In the nature (hereof, and such instruments ' so signed and executed, with orvnthout the common seal, shall be valid and binding upon the Company. SECTION 8 The President or any Vice- President or any Assistant 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 or more 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 ABOmey -in-Fact, and revoke the power and authority 1 given to him. Resolved, that the signatures of such Officers and the seal of the Company may be affixed to any such power of attorney or to any certificate relating thereto by facsimile, and any such power of attorney or certificate bearing such facsimile signatures or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by facsimile signatures and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which 11 Is attached. In Witness Whereof. HARTFORD FIRE INSURANCE COMPANY has caused these presents to be signed by its Assistant Vice-President, and its corporate seal to be hereto affixed, duly attested by its Secretary, this 14th day of May, 1999 Signed and sealed at the City of Hartford It / 1/1 . 411L ' Slii ' d 'Richard L Marshall, Jr , Assistant Secretary 'Form S- 3507 -9 (HF) Printed in U.S.A. ROBERTJAMESNITSCHE. DAVID P. FERGUSON. VIOLETFROSCH, NINA SMITH and ROBERT K. NITSCHE of GIDDINGS, TEXAS CERTIFICATE HARTFORD FIRE INSURANCE COMPANY Robert L. Post, Assistant Vice President I On this 141h day of May, A D. 1999, before me personally came Robert L Post. to me known, who being by Inc duly sworn, did depose and say. That he resides In the County of Hartford, Stale of Connecticut, That he is the Assistant Vice- President of HARTFORD FIRE INSURANCE COMPANY, the corporation descebed 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 I, the undersigned, Secretary of 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 Article IV, Sections 7 and 8 of the By -Laws of HARTFORD FIRE INSURANCE COMPANY, set forth in the Power of Attomey, are now to force. Dated the 1 7TH day of AUGUST 4.1 Jean H. Wozniak Notary Public My Conanisslon Expires June 30, 2004 J. Dennis Lane, Assistant Vice President 20 00 4.0 GENERAL CONDITIONS Contents 1. Definition of Terms 1.01- Owner,_Contractor and Engineer 1.02 - Contract Documents 1.03 - Subcontractor 1.04 - Sub - Subcontractor 1.05 - Written Notice 1.06 - Work 1.07 - Extra Work 1.08 - Working Day 1.09 - Calendar Day 1.10 - Substantially Completed 2. Responsibilities of the Engineer and the Contractor 2.01- Owner - Engineer Relationship 2.02 - Professional Inspection by Engineer 2.03 - Payments for Work 2.04 - Initial Determinations 2.05 - Objections 2.06 - Lines and Grades 2.07 - Contractor's Duty and Superintendence 2.08 - Contractor's Understanding 2.09 - Character of Workers 2.10 - Contractor's Buildings 2.11- Sanitation 2.12 - Shop Drawings 2.13 - Preliminary Approval 2.14 - Defects and Their Remedies 2.15 - Changes and Alterations 2.16 - Inspectors General Conditions of Agreement 3. General Obligations and Responsibilities 3.01- Keeping of Plans and Specifications Accessible 3.02 - Ownership of Drawings 3.03 - Adequacy of Design gencond.mst/spec master GC -1 3.04 - Right of Entry 3. General Obligations and Responsibilities (cont'd) 3.05 - Collateral Contracts 3.06 - Discrepancies and Omissions 3.07 - Equipment, Materials and Construction Plant 3.08 - Damages 3.09 - Protection Against Accident to Employees and the Public 3.10 - Performance and Payment Bonds 3.11 - Losses from Natural Causes 3.12 - Protection of Adjoining Property 3.13 - Protection Against Claims of Subcontractors, etc. 3.14 - Protection Against Royalties or Patented Invention 3.15 - Laws and Ordinances 3.16 - Assignment and Subletting 3.17 - Indemnification 3.18 - Insurance 3.19 - Final Clean-Up 3.20 - Guarantee Against Defective Work 3.21- Testing of Materials 3.22 - Wage Rates 4. Prosecution and Progress 4.01- Time and Order of Completion 4.02 - Extension of Time 4.03 - Hindrances and Delays 5. Measurement and Payment 5.01- Quantities and Measurements 5.02 - Estimated Quantities 5.03 - Price of Work 5.04 - Partial Payments 5.05 - Use of Completed Portions 5.06 - Final Completion and Acceptance 5.07 - Final Payment 5.08 - Payments Withheld 5.09 - Delayed Payments gencond.msdspec master GC - 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 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 11. Termination 11.01 - Termination by Owner for Cause 11.02 - Termination for Convenience gencond.mst/spec master GC -3 1. Definition of Terms 1.01 Owner, Contractor and Engineer The Owner, the Contractor and the Engineer and those persons or organizations identified as such in the Agreement 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 such documents before the execution of the agreement. The Contract Documents are complementary, and what is called for by any one shall be as binding as if called for by all. In case of conflict between any of the Contract Documents, priority of interpretation shall be in the following order: Signed Agreement, Performance and Payment Bonds, Special Bonds (if any), Proposal, Special Conditions of Agreement, 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. 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 General Conditions of Agreement The term "Sub- Subcontractor" means one who has a direct or indirect contract with a Subcontractor to perform any of the work at the site. It includes one who furnishes gencond.mst/spec master GC-4 1.05 Written Notice 1.06 Work 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. 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 to 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, when 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" shall be understood to mean and include all work that may be required by the Engineer or the Owner to be done by the Contractor to accomplish any change, alteration or addition to the work shown upon the plans, or reasonably implied by the specifications, and not covered by the Contractor's Proposal, except as provided under "Changes and Alterations" herein. 1.08 Working Day The term "Worldng 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 The term "Calendar Day" is defined as any day of the week or month, no days being excepted. gencond.mst/spec master GC -5 1.10 Substantially Completed The term' Substantially Completed" shall be understood to mean that the structure has been made suitable for use or occupancy or that the facility is in condition to serve its intended purpose, but still may require minor miscellaneous work and adjustment. 2. Responsibilities of the Engineer and the Contractor 2.01 Owner- Engineer Relationship The Engineer will be the Owner's representative during construction. The duties, responsibilities and limitations of authority of the Engineer as the Owner's representative during construction are as set forth in the Contract Documents and shall not be extended or limited without written consent of the Owner and the Engineer. The Engineer will advise and consult with the Owner, and all of the Owner's instructions to the Contractor shall be issued through the Engineer. 2.02 Professional Inspection by Engineer The Engineer shall make periodic visits to the site to familiarize himself with the progress of the executed work and to determine if such work 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 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 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 the Contractor's applications for payment and supporting data, determine the amount owed to the Contractor and recommend, in writing, payment to the Contractor in such amounts; such recommendation of payment to the Contractor constitutes a representation to the Owner of the 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 the Contractor shall not be deemed as a representation by the Engineer gencond.mst/spec master GC - . that the Engineer has made any examination to determine how or for what purpose the Contractor has used the monies paid on account of the contract price. 2.04 Initial Determinations The Engineer initially shall determine all claims, disputes and other matters in question between the Contractor and the Owner relating to execution or progress of the work or interpretation of the Contract Documents. 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. 2.05 Objections In the event the Engineer renders any decision which, in the opinion of either party hereto, is not in accordance with the meaning and intent of this contract, either party may file with the Engineer within thirty (30) days his written objection to the decision, and by such action may reserve the right to submit the question so raised to litigation as hereinafter provided. 2.06 Lines and Grades Unless otherwise specified, all lines and grades shall be furnished by the Engineer or his representative. Whenever necessary, construction work shall be suspended to permit performance of this work, but such suspension will be as brief as practicable and the Contractor shall be allowed no extra compensation therefor. The Contractor shall give the Engineer reasonable notice of the time and place where lines and grades will be needed. All stakes, marks, etc., shall be carefully preserved by the Contractor, and in case of careless destruction or removal by him or his employees, such stakes, marks, etc., shall be replaced at the Contractor's expense. 2.07 Contractor's Duty and Superintendence The Contractor shall give adequate attention to the faithful prosecution and completion of this contract and shall keep on the work, during its progress, a competent English - speaking Superintendent and any necessary assistants to supervise and direct the work. The Superintendent shall represent the Contractor in his absence and all directions given to him shall be as binding as if given to the Contractor. The Contractor is and at all times shall remain an independent contractor, solely responsible for the manner and method of completing his work under this contract, with full power and authority to select the means, method and manner of performing such work, so long as such methods do not adversely affect the completed gencond.msflspec master GC -7 improvements, the Owner and the Engineer being interested only in the result obtained and conformity of such completed improvements to the plans, specifications and contract. Likewise, the Contractor shall be solely responsible for the safety of himself, his employees and other persons, as well as for the protection 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 additional information concerning the work to be performed passing from or through the Engineer, shall not be interpreted as requiring or allowing the Contractor to deviate from the plans and specifications; 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. The 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 the 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 methods, is agreed by the Contractor to be for the purpose of observing the extent and nature of work completed or being performed, as measured against the drawings and specifications constituting the contract, or for the purpose of enabling the Contractor to more fully understand the plans and specifications so that the completed construction work will conform thereto, and shall in no way relieve the Contractor from full and complete responsibility for 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 the Contractor from his responsibility to complete all work in accordance with said plans and specifications. gencond.mst/spec master GC -8 2.08 Contractor's Understanding It is understood and agreed that the Contractor has, by careful examination, satisfied himself as to the nature and location of the work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the work, the general and local conditions, and all other matters which can in any way affect the work under this contract. The Contractor agrees that he will make no claim against the Owner or the Engineer if, in the prosecution of the work, he finds that the actual site or subsurface conditions encountered do not conform to those indicated by excavation, test excavation, test procedures, borings, explorations or other subsurface excavations. No verbal agreement or conversation with any officer, agent or employee of the Owner or the Engineer either before or after the execution of this contract, shall affect or modify any of the terms or obligations herein contained. 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 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. gencond.mst/spec master GC -9 2.12 Shop Drawings The Contractor shall submit to the Engineer, with such promptness as to cause no delay in his own work or in that of any other Contractor, four (4) checked copies, unless otherwise specified, of all shop and/or setting drawings and schedules required for the work of the various trades, and the Engineer shall pass upon them with reasonable promptness, making desired corrections. The Contractor shall make any corrections required by the Engineer, file with him two (2) corrected copies and furnish such other copies as may be needed. The Engineer's review of such drawings or schedules shall not relieve the Contractor from responsibility for deviations from drawings or specifications, unless he has in writing called the Engineer's attention to such deviations at the time of submission, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. It shall be the Contractor's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform 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 the 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 limitation, the obligation to at once tear out, remove and properly replace any defective work or material at any time prior to final acceptance upon 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 the event the material has been once accepted by the Engineer, such acceptance shall be binding on the Owner unless it can be clearly shown that such material furnished does not meet the specifications for this work. gencond.mst/spec master GC - Any questioned work may be ordered taken up or removed for re- examination by the Engineer, prior to final acceptance, and if found not in accordance with the plans and/or specifications for said work, all expense of removing, re- examination and replacement shall be borne by the Contractor. Otherwise, the expense thus incurred shall be allowed as Extra Work and shall be paid for by the Owner; provided that, where inspection or approval is "specifically required by the specifications prior to performance of certain work, should the Contractor proceed with such work without requesting prior inspection or approval he shall bear all expense of taking up, removing, and replacing this work if so directed by the Engineer. 2.14 Defects and Their Remedies • It is further agreed' that if the work or any part thereof, or any material brought on the site of the work for use in the work or selected for the same, shall be deemed by the Engineer as unsuitable or not in conformity with the plans, specifications, or the intent thereof, the Contractor shall, after receipt of written notice thereof from the Engineer, forthwith remove such material and rebuild or otherwise remedy such work so that it shall be in full accordance with this contract. 2.15 Changes and Alterations The Contractor further agrees that the Owner may make such changes and alterations as the Owner may see fit in the line, grade, form, dimensions, plans or materials for the work herein contemplated, or any part thereof, either before or after the beginning of the construction, without affecting the validity of this contract and the accompanying performance and payment Bonds. If such changes or alterations diminish the quantity of the work to be done, they shall not constitute the basis for a claim for damages or anticipated profits on the work that may be dispensed with, except as provided for unit price items under Section 5 "Measurement and Payment ". If the amount of work is increased, and the work can fairly be classified under the specifications, such increase shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this contract, except as provided for unit price items under Section 5 "Measurement and Payment". Otherwise, such additional work shall be paid for as provided under Extra Work. In the event the Owner makes such changes or alterations as shall make useless any work already done or material already furnished or used in said work, then the Owner shall compensate the Contractor for any material or labor so used, and for any actual loss occasioned by such change, due to actual expense incurred in preparation for the work as originally planned. gencond.mst/spec master GC -11 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 the Engineer and the 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 inspectors may confer with the Contractor or the 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 or 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 the Owner to independently act for either or answer on behalf of either, any inquiries of the Contractor concerning the plans, specifications or work. No inspector's opinion, advice, interpretation of the plans or specifications of this contract, apparent or express approval of the means or methods or manner of the Contractor's performance of work in progress or completed, or discovery or failure to discover or object to defective work of materials shall release the Contractor from his duty to complete all work in strict accordance with the plans and specifications or stop the Owner or the Engineer from requiring that all work be fully and properly performed including, if necessary, removal of defective or otherwise unacceptable work and the re -doing of such work. 3. General Obligations and Responsibilities 3.01 Keeping of Plans and Specifications Accessible The Engineer shall furnish the Contractor with an adequate and reasonable number of copies of all plans and specifications without expense to him and the Contractor shall keep one (1) copy of the same constantly accessible on the work, with the latest revisions noted thereon. 3.02 Ownership of Drawings All drawings, specifications and copies thereof furnished by the Engineer shall not be reused on other work, and, with the exception of the signed contract sets, are to be returned to him on request, at the completion of the work. All models are the property of the Owner. gencond.mst/spec master GC - 3.03 Adequacy of Design It is understood that the Owner believes it has employed competent engineers and designers. It is therefore agreed that the Owner shall be responsible for the adequacy of the design, sufficiency of the Contract Documents, the safety of the structure and the practicability of the operations of the completed project provided that the Contractor has complied with the requirements of the said Contract Documents, all approved modifications thereof, and additions and alterations thereto approved in writing by the Owner. The burden of proof of such compliance shall be upon the Contractor to show that he has complied with the said requirements of the Contract Documents, approved modifications thereof, and all approved additions and alterations thereto. 3.04 Right of Entry The Owner reserves the right to enter the property or location at which the works herein contracted for are to be constructed or installed, by such agent or agents as he may elect, for the purpose of inspecting the work or for the purpose of constructing or installing such collateral work as the 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 so as not to unreasonably delay the progress of the work or damage the Contractor, except where such delays are specifically mentioned elsewhere in the Contract Documents. The Owner will attempt to coordinate the collateral work of utility companies regulated by City franchises, but the City shall not be responsible for delays or other damages to the Contractor which may result from their acts or omissions. 3.06 Discrepancies and Omissions The Contractor shall provide written notice to the Engineer of any omissions or discrepancies found in the contract. It is further agreed that it is the intent of this contract that all work must be done and all material must be furnished in accordance with generally accepted practices for construction. 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 what is intended to apply to the work. gencond.mstlspec master GC -13 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, negligence, omission, mistake or default of the Owner or the Engineer, thereby causing loss to the Contractor, the Owner agrees that he will reimburse the Contractor for such loss. In the event the Owner is damaged in the course of the work by the act, negligence, omission, mistake or default of the Contractor, or should the Contractor unreasonably delay the progress of the work being done by others on the job so as to cause loss for which the Owner becomes liable, then the Contractor shall reimburse the Owner for such Loss. 3.09 Protection Against Accident to Employees and the Public The Contractor shall at all times exercise reasonable precautions for the safety of employees and others_ on or near the work and shall comply with all applicable provisions of federal, state, and municipal safety laws and building and construction codes. All machinery and equipment and other physical hazards shall be guarded in accordance with the "Manual of Accident Prevention in Construction" of the Associated General Contractors of America, except where incompatible with federal, state, or municipal laws or regulations. The Contractor shall provide such machinery guards, safe walkways, ladders, bridges, gangplanks, and other safety devices. The safety precautions actually taken and their adequacy shall be the sole responsibility of the Contractor, acting at his discretion as an independent contractor. 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 the 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. gencond.mst/spec master GC - 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, on 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 bonds are furnished and approved by the Owner. Unless otherwise specified, the cost of the premium for the performance and payment bonds shall be included in the price bid by the Contractor for the work under this contract, and no extra payment for such bonds will be made by the Owner. . Unless otherwise approved in writing by the Owner, the surety company underwriting the bonds shall be licensed to write such bonds in the State of Texas. 3.11 Losses from Natural Causes Unless otherwise specified, all loss or damage to the Contractor arising out of the nature__of the work to be done, or from the action of the elements, or_ from any unforeseen circumstance in the prosecution of the same, or from unusual obstructions or difficulties which may be encountered in the prosecution of the work, shall be sustained and borne by the Contractor at his own cost and expense. 3.12 Protection of Adjoining Property The said Contractor shall take proper means to protect the adjacent or adjoining property 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 the 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. gencond.mst/spec master GC -15 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 the 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, the Contractor shall furnish satisfactory evidence that all obligations of the nature hereinabove designated have been paid, discharged or waived. If the Contractor fails to do so, then the Owner may either pay directly any unpaid bills of which the Owner has written notice, or may withhold from the Contractor's unpaid compensation a sum of money deemed reasonably sufficient to liquidate any and all such lawful claims. When satisfactory evidence is furnished that all liabilities have been fully discharged, 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 the Engineer harmless from any loss on account thereof, except that the Owner shall defend all such suits and claims and shall be responsible for all such loss when a particular design, device, material or process or the product of a particular manufacturer or manufacturers is specified or required by the Owner; provided, however, if choice of alternate design, device, material or process is allowed to the Contractor, then the Contractor shall indemnify and save the 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 the 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 gencond.mst/spec master GC - 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 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 damage, claim, loss, demand, suit, judgment, cost or expense: 1. is attributable to bodily injury, sickness, disease or death of 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. gencond.mst/spec master GC -17 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 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 workers' 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. Duration of the project - includes the time from the beginning of the work on the project until the contractor's /person's work on the project has been completed and accepted by the governmental entity. Persons providing services on the project ( "subcontractor" in § 406,096) - includes all persons or entities performing all or part of the services the Contractor has undertaken to perform on the project, regardless of whether that person contracted directly with the Contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, leasing companies, motor carriers, owner - operators, gencond.mst/spec master GC -18 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) gencond.mst/spec master GC - "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: "As States except those listed in 3A and the States of NV, ND, OH, WA, WV, and WY." The Contractor must provide a certificate of coverage to the governmental entity prior to being awarded the contract. If the coverage period shown on the Contractor's current certificate of coverage ends during the duration of the project, the Contractor must, prior to the end of the coverage period, file a new certificate of coverage with the governmental entity showing that coverage has been extended. The Contractor shall obtain from each person providing services on a project, and provide to the governmental entity: (a) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and (b) no later than seven (7) 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 ten (10) calendar days after the Contractor knew or should have known of 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 the 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) gencond.mst/spec master GC -20 provide to the Contractor, prior to that person beginning work on the project, a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project, for the duration of the project; (c) provide the Contractor, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (d) obtain from each other person with whom it contracts, and provide to the Contractor: (1) a certificate of coverage, prior to the other person beginning work on the project; and gencond.mst/spec master (f) (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; notify the governmental entity in writing by certified mail or personal delivery, within ten (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 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. (g) 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, and/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 (10) 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 -21 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 Ownef and the 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 the 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 workers' 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 all 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 the Contractor fails or refuses to clean and remove surplus materials and debris as above provided, the Owner or the 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. gencond.mst/spec master GC -22 3.20 Guarantee Against Defective Work The Contractor warrants the materials and workmanship and that the work is in conformance with the plans and specifications included in this contract for a period of one year from the date of acceptance of the project. Said warranty binds the Contractor to correct any work that does not conform with such plans and specifications or any defects in workmanship or materials furnished under this contract which may be discovered within the said one year period. The Contractor shall at his own expense correct such defect within thirty (30) days after receiving written notice of such defect from the Owner or the 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 (30) day period or to provide acceptable assurances that such repair work will be completed within a reasonable time thereafter, the Owner may repair or cause to be repaired any such defect at the Contractor's expense. 3.21 Testing of Materials Unless otherwise specified, testing of all materials to be incorporated into the project will be as directed by the Engineer at the expense of the Owner. All retesting for work rejected on the basis of test results will be at the expense of the Contractor and the extent of the retesting shall be determined by the Engineer. The Engineer may require additional testing for failing tests and may require two (2) 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. gencond.mstlspec master GC -23 b. Subsection (a) does not apply to maintenance work. c. A worker is employed on a public work for the purposes of this section if the worker is employed by a contractor or subcontractor in the execution of a contract for the public work with the state, a political subdivision of the state, or any officer or public body of the state or a political subdivision of the state. 2258.023. Prevailing Wage Rates to be Paid by Contractor and Subcontractor; Penalty a. - The contractor who is awarded a contract by a public body or a subcontractor of the contractor shall pay not less than the rates determined under Section 2258.022 to a worker employed by it in the execution of the contract. 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. WR1001 July 1997 Applicable wage rates are shown in Section 06 WAGE RATES of the SPECIAL CONDITIONS. 4. Prosecution and Progress 4.01 Time and Order of Completion It is the meaning and intent of this contract, unless otherwise herein specifically provided, that the Contractor shall be allowed to prosecute his work at such times and gencond.mst/spec master GC -24 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 the 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. gencond.mst/spec master GC -25 5. Measurement and Payment 5.01 Quantities and Measurements No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length, area, solid contents, number and weight only shall be considered, unless otherwise specifically provided. 5.02 Estimated Quantities This agreement, including the specifications, plans and estimate, is intended to show clearly all work to be done and material to be furnished hereunder. Where the estimated quantities are shown for the various classes of work to be done and material to be furnished under this contract, they are 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 twenty percent (20 %) more than, or twenty percent (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 twenty percent (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 percent (5%) 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 gencond.mst/spec master GC -26 the delivery of all material embraced in this contract in full conformity with the specifications and stipulations herein contained, the Owner agrees to pay the Contractor the prices set forth in the proposal hereto attached, which has been made a part of this contract. The Contractor hereby agrees to receive such prices in full for furnishing all material and all labor required for the aforesaid work, also for all expense incurred by him, and for well and truly performing the same and the whole thereof in the manner and according to this agreement. 5.04 Partial - Payments On or before the first 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 five percent (5 %) of the amount thereof, which five percent (5 %) 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, then the Owner may, upon written recommendation of the Engineer, pay a reasonable and equitable portion of the retained percentage to the Contractor; or the Contractor, at the Owner's option, may be relieved of the obligation to fully complete the work and, thereupon, the Contractor shall receive payment of the balance due him under the contract subject only to the 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. 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 or delays the work, the Contractor shall be entitled to such extra compensation, extension of time, or both, as the Engineer may determine. gencond.mst/spec master GC -27 The Contractor shall notify the Engineer when, in the Contractor's opinion, the contract is "substantially completed" and when so notifying the Engineer, the Contractor shall furnish to the Engineer in writing a detailed list of unfinished work. The Engineer will review the Contractor's list of unfinished work and will add thereto such items as the Contractor has failed to include. The "substantial completion" of the structure or facility shall not excuse the Contractor from performing all of the work undertaken, whether of a minor or major nature, and thereby completing the structure or facility in accordance with the Contract Documents. 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 is 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 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 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. gencond.mst/spec master GC -28 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. Reasonable indication that the work will not completed within the contract time. - Other causes affecting the performance of the contract. f) g) 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 six percent (6 %) per annum, unless otherwise specified, from date due as provided under "Partial Payments" and "Final Payment," until fully paid, which shall fully liquidate any injury to the Contractor growing out of such delay in payment. It is expressly agreed that delay by the Owner in making payment.to the Contractor of the sum named in any partial or final statement shall not constitute a breach of this contract on the part of the Owner nor an abandonment thereof nor shall it to any extent or for any time relieve the Contractor of his obligations to fully and completely perform hereunder. 6. Extra Work and Claims 6.01 Change Orders Without invalidating this agreement, the Owner may at any time or from time to time order additions, deletions or revisions to the work; such changes will be authorized by change order to be prepared by the Engineer for execution by the Owner and the Contractor. The change order shall set forth the basis for any change in contract price, as hereinafter set forth for extra work, and any change in contract time which may result from the change. In the event the Contractor shall refuse to execute a change order which has been prepared by the Engineer and executed by the Owner, the Engineer may in writing gencond.mstlspec master GC -29 instruct the Contractor to proceed with the work as set forth in the change order and the Contractor may make claim against the Owner for extra work involved therein, as hereinafter provided. 6.02 Minor Changes The Engineer may authorize minor changes in the work not inconsistent with the overall intent of the Contract Documents and not involving an increase in contract price. If the Contractor believes that any minor change or alteration authorized by the Engineer involves extra work and entitles him to an increase in the contract price, the Contractor shall make written request to the Engineer for a written field order. In such case, the Contractor by copy of his communication to the Engineer or otherwise in writing shall advise the Owner of his request to the Engineer for a written field order and that work involved may result in an increase in the contract price. Any request by the Contractor for a change in contract price shall be made prior to beginning the work covered by the proposed change. 6.03 Extra Work It is agreed that the basis of compensation to the Contractor for work either added or deleted by a change order or for which a claim for extra work is made shall be determined by the unit prices upon which this contract was bid to the extent such work can be fairly classified within the various work item descriptions and for work items that cannot be so classified by one or more of the following methods: Method (A) By agreed unit prices; or Method (B) By agreed lump sum; or Method (C) If neither Method (A) nor Method (B) is agreed upon before the extra work is commenced, then the Contractor shall be paid the "actual field cost" of the work, plus fifteen percent (15 %). In the event said extra work is performed and paid for under Method (C), then the provisions of this paragraph shall apply and the "actual field cost" is hereby defined to include the cost to the Contractor of all workmen, such as foremen, timekeepers, mechanics and laborers, and materials, supplies, trucks, rentals on machinery and gencond.mstlspec master GC - 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 workers' compensation, and all other insurance as may be required by any law or ordinance, or directed or agreed to by the Owner. The Engineer may direct the form in which accounts of the "actual field cost" shall be kept and the records of these accounts shall be made available to the Engineer. The Engineer or the Owner may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise these matters shall be determined by the Contractor. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using one hundred percent (100 %), unless otherwise specified, of the latest schedule of Equipment Ownership Expense adopted by the Associated General Contractors of America. Where practicable the terms and prices for the use of machinery and equipment shall be incorporated in the written extra work order. The fifteen percent (15 %) of the "actual field cost" to be paid 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 mediation or litigation. 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 gencond.mst/spec master GC -31 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 mediation shall be filed with the Engineer and the Owner in writing within ten (10) days after the date of delivery to Contractor of the Engineer's final decision. It is further agreed that final acceptance of the work by the Owner and the acceptance by the Contractor of the final payment shall be a bar to any claims by either party, except claims by Owner for defective work or enforcement of warranties and except as noted otherwise in the Contract Documents. 6.05 Continuing Performance The Contractor shall continue performance of the contract during all disputes or disagreements with the Owner. The production or delivery of goods, the furnishing of services and the construction of projects or facilities shall not be delayed, prejudiced or postponed pending resolution of any disputes or disagreements, except as the Owner may otherwise agree in writing. 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. 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 herein), 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 gencond.mst/spec master GC - 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 the Owner may deem necessary to complete the work and charge the expense of such labor, machinery, equipment, tools, materials and supplies to the Contractor, and expense so charged shall be deducted and paid by the Owner out of such monies as may be due, or that may thereafter at any time become due to the Contractor under and by virtue of this agreement. In case such expense is less than the sum which would have been payable under this contract if the same had been completed by the Contractor, then the 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 the 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 itemised statement of the contract accounts, certified by the Engineer as being correct, shall then be prepared and delivered to the Contractor and his surety, whereupon the Contractor and/or his surety, 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 gencond.mst/spec master GC - 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 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. Thereupon, the Engineer shall make an estimate of the total amount earned by the Contractor, which estimate shall include the value of all work actually completed by said Contractor (at the prices stated in the attached proposal where unit prices are used), the value of all partially completed work at a fair and equitable price, and the amount of all extra work performed at the prices agreed upon, or provided for by the terms of this contract, and a reasonable sum to cover the cost of any provisions made by the Contractor to carry the whole work to completion and which cannot be utilized. The Engineer shall then make a final statement of the balance due the Contractor by deducting from the above estimate all previous payments by the Owner and all other sums that may be retained by the Owner under the terms of this agreement and shall certify same to the Owner who shall pay to the Contractor on or before thirty (30) days after the date of the notification by the Contractor the balance shown by said final statement as due the Contractor, under the terms of this agreement. gencond.mstfspec master GC - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 8. Subcontractors 8.01 Award of Subcontracts for Portions of the Work Unless otherwise specified in the Contract Documents or in the Instructions to Bidders, the Contractor, as soon as practicable after the award of the contract, shall furnish to the Engineer in writing for 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 objection to any Subcontractor on such list and does not accept him. Failure of the Owner or the 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 the 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. gencond.mstlspec master GC -35 8.02 Subcontractual Relations All work performed for the Contractor by a Subcontractor shall be pursuant to an appropriate written agreement between the Contractor and the Subcontractor (and where appropriate between Subcontractors and Sub - subcontractors) which shall contain provisions that: (1) (3) (5) 8.03 Payments to Subcontractors preserve and protect the rights of the Owner and the 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; 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; 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. 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 gencond.mst/spec master GC -36 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 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 monies 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, if he will so settle. If such separate contractor sues the Owner or initiates an proceeding allowed hereunder 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 gencond.mstlspec master GC -37 therefrom the Contractor shall pay or satisfy it and shall reimburse the Owner for all attorney's fees and court costs or other costs which the Owner has incurred. 9.03 Cutting and Patching under Separate Contracts The Contractor shall be responsible for any cutting, fitting and patching that may be required to complete his work, except as otherwise specifically provided in the Contract Documents. The Contractor shall not endanger any work of any other contractors by cutting, excavating or otherwise altering any work and shall not cut or alter the work of any other contractor except with the written consent of the Engineer. Any costs caused by defective or ill-timed work shall be borne by the party responsible therefor. 10. Protection of Persons and Property 10.01 Safety Precautions and Programs The Contractor shall be responsible for initiating, maintaining and supervising all safety precautions and programs in connection with the work. 10.02 Safety of Persons and Property The Contractor shall take all reasonable precautions for the safety of, and shall provide all reasonable protection to prevent damage, injury, or loss to: (1) (2) (3) all employees on the work and all other persons who may be affected thereby: 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 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 gencond.mst/spec master GC - safety and protection, including posting danger signs and other warnings against hazards, promulgating safety regulations and notifying owners and users of adjacent utilities. When the use or storage of explosives or other hazardous materials or equipment is necessary for the execution of the work, the Contractor shall exercise the utmost care and shall carry on such activities under the supervision of properly qualified personnel. All blasting, including methods of storing and handling explosives and highly inflammable materials, shall conform to federal, state, local laws and ordinances. All city ordinances shall be complied with even though some or all of the blasting is done outside the city limits unless the applicable ordinance is in conflict with the law of the jurisdiction where the action is being taken. The following is a list of requirements in addition to federal, state, and local laws and 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 (24) 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 Contractor's General Insurance Certificate for each contract, a separate blasting certificate will not be required. 2. The following public utility companies and city departments 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. gencond.mst/spec master GC - 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 of Round Rock or by consulting firms approved by the city. 8. The Contractor shall maintain accurate records throughout the blasting operations showing the type explosive used, number of holes, pounds per hole, depth of hole, total pounds per shot, delays used, date and time of blast and initials of the inspector. The Contractor is fully responsible for all claims resulting from his blasting operation. All damage or loss to any property referred to in this article caused in whole or in part by the Contractor, any Subcontractor, any Sub - subcontractor, or anyone directly or indirectly employed by any of them, or by anyone for whose acts any of them may be liable, shall be remedied by the Contractor, except damage or loss attributable solely to faulty drawings or specifications or solely to the acts or omissions of the Owner or the 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. gencond.mst/spec master GC-40 11. Termination 11.01 - Termination by Owner for Cause Conditions for termination are as follows: 12. Without prejudice to any other legal or equitable right or remedy which it would otherwise possess hereunder or as a matter of law, City shall be entitled by giving Contractor -five (5) days prior written notice to terminate this contract in its entirety at any time: 1. If the Contractor becomes insolvent, voluntarily files for bankruptcy, is the subject of an involuntary petition for bankruptcy commenced by its creditors, makes a general assignment for the benefit of creditors or becomes the subject of any other proceeding commenced under any statute or law for the relief of debtors; or 2. If a receiver trustee or liquidator of any of the property or income of Contractor shall be appointed; or 3. If Contractor: 1. Shall fail to prosecute the work or any part thereof with diligence necessary to insure its progress and completion as prescribed by the time schedules; and Shall fail to take such steps to remedy such default within ten (10) days after written notice thereof from City; or 4. If Contractor: 1. Shall fail for any reason other than the failure by City to make payments called upon when due, and 2. Shall fail to take such steps to remedy such default within ten (10) -days after written notice thereof from City; or 5. If Contractor: 1. Shall commit a substantial default under any of the terms, provisions, conditions, or covenants contained herein; or 2. Shall fail to take such steps to remedy such default within ten (10) days after written notice thereof from City; or 3. In the event of such termination, Contractor shall only be paid its reimbursable costs incurred prior to the effective date of the termination notice and shall not be entitled to receive any further fixed fee payments hereunder and shall be further subject to any claim City may have against Contractor under other provisions of this agreement or as a gencond.mst/spec master GC -41 matter of law, including the refund of any overpayment of reimbursable costs and /or fixed fee 13. If this Contract is terminated for cause, the City shall have the right but shall not be obligated to complete the work itself or by others; and to this end, City shall be ,entitled to take possession of and use such equipment and materials as may be on the job site, and to exercise all rights, options, and privileges of Contractor under its - subcontracts, purchase orders, or otherwise; and Contractor shall promptly assign such rights, options and privileges to City. If City elects to complete the work itself or by others, pursuant to the foregoing, the City will reimburse City for all costs incurred by City (including, without limitation, applicable, general, and administrative expenses, and field overhead, and the cost of necessary equipment, materials, and field labor) in correcting work by Contractor which fails to meet contract requirements. Nothing contained in the preceeding sections shall require City to pay for any work which is unsatisfactory as determined by the Director or which is not submitted in compliance with the terms of this Contract. City shall not be required to make any payments to Contractor when Contractor is in default under this Contract, nor shall this Article constitute a waiver of any right, at law and at equity, which City may have if Contractor is in default, including the right to bring legal action for damages or to force specific performance of this Contract. 11.02 - Termination for Convenience In connection with the work outlined in the Contract, it is agreed and fully understood by Contractor, that City may cancel or indefinitely suspend further work hereunder or terminate this Contract either for cause as outlined above, or for the convenience of City, upon fifteen (15) days written notice to Contractor, with the understanding that immediately upon receipt of said notice all work and labor being performed under this Contract shall cease. Contractor shall invoice City for all work satisfactorily completed and shall be compensated in accordance with the terms of this Contract for work accomplished prior to the receipt of said notice. No amount shall be due for lost or anticipated profits. After receipt of a notice of termination and acceptance otherwise directed by City, Contractor shall, in good faith, and to the best of his ability, do all things necessary, in the light of such notice and of such request and implementation thereof as City may make to assure the efficient proper closeout of the terminated work (including the protection of gencond.mstlspec master GC City property). Among other things, the Contractor shall, except as otherwise directed or approved by City: 1. Stop the work on the date and to the extent specified in the notice of termination. 2. Place no further orders for subcontracts for services, equipment or materials, except as may be necessary for completion of such portion of the work as is not terminated. 3. Terminate all orders and subcontracts to the extent that -they relate to the performance of the work terminated by the notice of termination. 4. Assign to City, in the manner and to the extent directed by it, al right title, and interest of Contractor under the orders or subcontracts so terminated; in which case, City shall have the right to settle or pay any or all claims arising out of such termination of such orders and /or subcontracts. 5. With the approval of City, settle all outstanding liabilities and all claims arising out of such termination or orders and subcontracts. 6. Deliver to City, all documents, property, plans, field surveys, maps, cross sections and other data, designs and work related to the Project shall become the property of the City upon termination of this Contract, in a reasonably organized form, without restriction on future use. Should City subsequently contract with a new contractor for continuation of services under this Project, Contractor shall cooperate in providing information. 7. In the event of such termination, no cost incurred after the effective date of the notice of termination shall be treated as reimbursable costs unless it relates to carrying out the unterminated portion or taking closeout measures. gencond.mstlspec master GC 5.0 SPECIAL CONDITIONS SECTION 01- INFORMATION 01 -01 ENGINEER specond.mst/specs The word "Engineer" in these Specifications shall be understood as referring to the City of Round Rock, 221 East Main Street, Round Rock, Texas 78664, Engineer of the Owner, or the Engineer's authorized representative to act in any particular position for the Owner. 01 -02 COPIES OF PLANS AND SPECIFICATIONS FURNISHED The Agreement will be prepared in not less than five (5) counterpart (original signed) sets. Owner will furnish Contractor two (2) sets of conforming Contract Documents and Specifications and four (4) sets of Plans free of charge, and additional sets will be obtained from the Engineer at commercial reproduction rates plus 20% for handling. 01 -03 GOVERNING CODES 01 -04 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON TIME 01 -05 LOCATION 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. 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 -1 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 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 speco d msuspecs 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 -2 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 fmal 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 -3 1 02 -06 CONSTRUCTION REVIEW The Owner shall provide a project representative to review the quality of materials and workmanship. 02 - 07 LIMITS OF WORK AND PAYMENT 1 -It shall be the obligation of the Contractor to complete all work included in 1 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 1 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 "AS BUILT" DRAWINGS 1 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 fmal 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. 1 02-10 LAND FOR WORK 1 spa"nd.nstIspecs SC -4 1 1 specond.mst/specs - 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, 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 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 Owner of the utility sole expense. City of Round Rock will not be liable for relocations costs or damages on account of delays due to changes made by owners of privately owned utilities which hinder progress of the work. 02 - 12 CONSTRUCTION STAKING All construction staking required to complete the work associated with this contract shall be provided by the Contractor. The Contractor shall be responsible for determining the layout and extent of staking necessary to construct the improvements to the lines and grades shown in the Plans. This item shall not be paid for separately and shall be considered subsidiary to other bid items. 02 - 13 CONSTRUCTION SEQUENCE Contractor shall construct Sedimentation/Filtration Pond within the first 30 days of the construction period. SECTION 03 TRAFFIC CONTROL The Contractor shall be responsible for all maintenance, barricades signing and safety precautions necessary for traffic control. SC -5 SECTION 04- WARRANTY BOND specond.msUspecs 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 sub -grade material when the Plasticity Index of the sub -grade is above 24. Warranty Bond shall remain in effect for two (2) years from date of City of Round Rock acceptance of improvements Such bonds shall be from an approved surety company holding a permit from the State of Texas to act as surety or other surety or sureties acceptable to the Owner prior to final payment. A one (1) year Warranty Bond in the amount of one hundred (100 %) percent of the contract price will be required for all other improvements and shall be submitted prior to 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 -6 SECTION 05- INSURANCE speco,w.msuspecs Section 3.18 of the General Conditions of the Agreement is hereby amended to include the following: 3.18 Insurance _Contractor shall carry insurance in the following types and amounts for the duration of this Contract, which shall include items owned by Owner in care, -- custody and control of Contractor prior and during construction and warranty period, and furnish Certificates of Insurance along with copies of policy declaration pages and all policy endorsements as evidence thereof: a. Statutory Worker's Compensation and minimum $100,000 Employers Liability Insurance. b. Commercial General Liability Insurance with minimum limits of $500,000 per occurrence and $1,000,000 Aggregate or $500,000 for this designated project and $100,000 Fire Damage. c. Automobile Liability Insurance for all owned, non -owned and hired vehicles with minimum limits for Bodily Injury of $250,000 for each person and $500,000 for each occurrence and Property Damage limits of $100,000 or Combined Single Limit of $600,000. d. On all new or remodeling building projects: All Risk Builders Risk Insurance for insurable building projects shall be insured in the amount of the contract price for such improvements. Owner and Contractor waive all rights against each other for damages caused by fire or other perils to the extent covered by Builders Risk Insurance required under this section, except as to such rights as they may have in the proceeds of such insurance. Contractor shall require similar waivers by Subcontractors and Sub - subcontractors. e. Owner and Contractor's Protective Policy. The Contractor shall provide and maintain during the life of this contract and until all work under said contract has been completed and accepted by the Owner, an Owner's and Contractor's Protective Policy which co- insures the Owner and the Owner's agents and employees with the same SC -7 spccond nut/specs Commercial General Liability coverage as described above, entitled "Commercial General Liability Insurance." When offsite storage is permitted, policy will be endorsed for transit and off site storage in amounts sufficient to protect property being transported or stored. This insurance shall include, as insured, City of Round Rock, Contractor, Subcontractors and Sub - subcontractors in the work, as their respective interest may appear. If insurance policies are not written for amount specified in b. and c. above, Contractor is required to carry an Excess Liability Insurance Policy for any difference in amounts specified. Contractor shall be responsible for deductibles and self insured retentions, if any, stated in policies. Any self insured retention shall not exceed ten percent of minimum required limits. All deductibles or self insured retentions shall be disclosed on Certificate of Insurance required above. Contractor shall not commence work at site under this Contract until he has obtained required insurance and until such insurance has been reviewed by 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 -8 specond.msUspecs 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. SC -9 spccond nut/specs 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 CONCRETE FINISHER- PAVING 8.600 CONCRETE FINISHER - STRUCTURES 7.903 specond.mst/specs Publication Date 03/15/1996 SC -11 CONCRETE RUBBER 6.740 ELECTRICIAN 13.710 FLAGGER 5.150 FORM BUILDER - STRUCTURES 8.017 FORM LINER - PAVING & CURB 7.250 FORM SETTER -PAVING & CURB 7.683 FORM SETTER - STRUCTURES 7.928 LABORER - COMMON 6.078 LABORER - UTILITY 6.852 MECHANIC 10.774 OILER 9.389 SERVICER 7.280 PAINTER - STRUCTURES 10.000 PILEDRIVER 6.600 PIPE LAYER 7.229 BLASTER 9.067 ASPHALT DISTRIBUTOR OPERATOR 7.304 ASPHALT PAVING MACHINE 7.945 BROOM OR SWEEPER OPERATOR 7.117 BULLDOZER, 150 HP & LESS 8.125 BULLDOZER, OVER 150 HP 8.593 CONCRETE PAVING CURING MACHINE 7.633 CONCRETE PAVING FINISHING MACHINE 9.067 CONCRETE PAVING GANG VIBRATOR 7.250 CONCRETE PAVING SAW 6.200 SLIPPORM MACHINE OPERATOR 8.700 CRANE, CLAMSHELL, BACKHOE, DERRICK, DRAGLINE, SHOVEL LESS THAN 1 C.Y. 8.427 CRANE, CLAMSHELL, BACKHOE, DERRICK, DRAGLINE, SHOVEL 1 'h C.Y. &:OVER 9.880 FOUNDATION DRILL OPERATOR. CRAWLER MOUNTED 10.475 FOUNDATION DRILL OPERATOR 10.923 TRUCK MOUNTED FRONT END LOADER 2 'h C.Y. & LESS 7.499 FRONT END LOADER OVER 2 '/z C.Y. 8.255 HOIST - DOUBLE DRUM 10.750 MOTOR GRADER OPERATOR 9.657 PAVEMENT MARKING MACHINE 6.078 PLANER OPERATOR 7.250 ROLLER, STEEL WHEEL PLANT -MIX spccond.msUspccs SC -12 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 mst/specs END OF GENERAL DECISION SC -13 CLASSIFICATION Rate Health Pension Vacation Total Wage ASBESTOS WORKER $8.78 $0.00 $0.00 $0.00 $8.78 CARPENTER $15.52 $1.57 $0.97 $0.00 $18.06 CARPET LAYER/FLOORING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00 - CONCRETE FINISHER $10.27 $0.00 $0.00 $0.00 $10.27 DATA COMMUNICATION /TELECOM INSTALLER $12.08 $0.76 $0.50 $0.05 $13.39 DRYWALL INSTALLER/CEILING INSTALLER $10.91 $0.00 $0.00 $0.00 $10.91 ELECTRICIAN $17.44 $2.16 $1.05 $1.05 $21.70 ELEVATOR MECHANIC $16.75 $3.85 $2.19 $1.50 $24.29 FIRE PROOFING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00 GLAZIER $13.60 $2.24 $1.15 $0.54 $17.53 HEAVY EQUIPMENT OPERATOR $10.56 $0.00 $0.00 $0.00 $10.56 INSULATOR $13.75 $1.16 $0.92 $0.03 $15.86 IRON WORKER $12.18 $0.00 $0.00 $0.00 $12.18 LABORER/HELPER $7.48 $0.02 $0.00 $0.00 $7.50 LATHER/PLASTERER $12.50 $0.00 $0.00 $0.00 $12.50 LIGHT EQUIPMENT OPERATOR $7.75 $0.00 $0.00 $0.00 $7.75 MASON $16.00 $0.00 $0.00 $0.00 $16.00 METAL BUILDING ASSEMBLER $11.00 $0.62 $0.00 $0.34 $11.96 MILLWRIGHT $15.91 $1.63 $1.00 $0.00 $18.54 PAINTER/WALL COVERING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00 PIPEFITTER $18.10 $1.42 $1.80 $0.00 $21.32 PLUMBER $12.68 $0.00 $0.00 $0.00 $12.68 ROOFER $10.00 $0.00 $0.00 $0.00 $10.00 SHEET METAL WORKER $18.40 $2.39 $2.55 $0.33 $23.67 SPRINKLER 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 $0.32 $0.00 $0.00 $15.32 WATERPROOFER/CAULKER $10.64 $0.00 $0.00 $0.00 $10.64 COUNTY NAME: WILLIAMSON PREVAILING WAGE RATE DETERMINATION BUILDING CONSTRUCTION TRADES Date Printed: April 15, 1997 specond.mst/specs SC -14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 *$0.00 in the rate field indicated insufficient data was received to determine a prevailing wage rate for this classification. Government Code Title 10, Sec. 2258.023, paragraph C state: "A contractor or subcontractor does not violate this section if a public body awarding a contract does not determine the prevailing wage rates and specify the rates in the contract as provided in Section 2258.022. (Property of General Services Commission, Based on 1996 Survey results) 1 6.0 TECHNICAL SPECIFICATIONS 1 1 Edition 04/05/99 111S ' 04/05/99 130S 05/17/99 201S 05/17/99 2108 ' 11/15/99 220S 05/17/99 230S 05/17/99 232S 05/17/99 236S 1 04/17/86 301 09/29/99 3068 09/29/99 307S 08/23/96 340 05/18/95 403 12/03/86 409 09/30/87 410 ' 05/18/95 411 04/17/86 430 04/05/99 432S 1 05/16/94 433 09/29/99 439S 08/23/96 503 02/17/00 508S 1 04/05/99 510 04/05/99 511S 11/15/99 602 1 09/29/99 606 03/27/00 608 08/25/95 610 05/23/00 639 ' 05/23/00 641S 05/23/00 642S 09/30/87 803 09/29/99 860S 1 End 1 1 1 1 1 City of Austin Standard Technical Specifications These specifications shall govem, except for specific modifications, deletions or additions set forth in the Special Provisions or Special Specifications thereto, on the date of advertisement for bids. Excavation Borrow Subgrade Preparation Flexible Base Sprinkling for Dust Control Rolling (Flat Wheel) Rolling (Pneumatic Tire) Proofrolling Asphalt, Oils and Emulsions Prime Coat Tack Coat Hot Mix Asphaltic Concrete Pavement Concrete for Structures Membrane Curing Concrete Structures Surface Finishes for Concrete Concrete Curb and Gutter Concrete Sidewalks Concrete Driveways Parking Lot Bumper curbs Frames Grates, Rings and Covers Miscellaneous Structures and Appurtenances Pipe Water Valves Sodding for Erosion Control Fertilizer Planting Preservation of Trees and other Vegetation Rock Berm Stabilized Construction Entrance (SCE) Silt Fence Barricades, Signs and Traffic Handling Pavement Marking paint (Reflectorized) Current Version: 4/05/99; Previous Version: 8/17/94 Item No. 111S Excavation 111S.1 Description This item shall govern: (1) the excavation and proper utilization or satisfactory disposal of all excavated materials, of whatever character, within the limits of the Work and (2) construction, compaction, shaping and finishing of all designated earthwork areas in accordance with the specification requirements outlined herein and in conformity with the required lines, grades and typical cross sections indicated on the Drawings or as directed by the Engineer or designated representative. When not otherwise included in the Contract Documents, this item shall include the work described in Specification Item Nos. 101S, "Preparing Right of Way ", No. 102S, "Clearing and Grubbing ", No. 104S, "Removing Concrete ", No. 132S "Embankment" and No. 201/201S, "Subgrade Preparation ". This specification is applicable for projects or work involving either inch -pound or SI units. Within the text inch -pound units are given preference followed by SI units shown within parentheses. 111S.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. 111S.3 Construction Methods Prior to commencement of this work, all required erosion contrgl and tree protection measures shall be in place. The existing utilities shall be located and shall be protected as specified in the Standard Contracts Documents, Section 00700, "General Conditions" and/or indicated on the Drawings. A permit shall be required when utility adjustments are to be made in preparation for construction in the right -of -way, as specked in Section 5.2.3 of the City of Austin Utilities Criteria Manual. Construction equipment shall not be operated nor. construction materials stockpiled under the canopies of trees, unless otherwise indicated on the Drawings. Excavation or embankment materials shall not be placed within the drip line of trees until tree wells are constructed, that conform to Specification Item No. 610/610S, "Preservation of Trees and Other Vegetation ". All excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross sections indicated on the Drawings. Suitable excavated materials shall be utilized, insofar as practical, in constructing required embankments. The construction of all embankments shall conform to Specification Item No. 132S, "Embankment ". No material shall be stockpiled within the banks of a waterway. Unsuitable excavated materials or excavation in excess of that needed for construction shall be known as 'Waste" and shall become the property of the Contractor. Unsuitable material encountered below the subgrade elevation in roadway cuts, when declared "Waste" by the Engineer or designated representative, shall be replaced with material from the roadway excavation or with other suitable material as approved by the Engineer. It shall become the Contractor's responsibility to dispose of this material off the limits of the right of way in an environmentally sound manner at a permitted disposal site. All blasting shall conform to the Provisions of the Standard Contract Documents, Section 01550, "Public Safety and Convenience ". In all cases, a Blasting Permit must be obtained in advance from the City of Austin, Department of Public Works and Transportation. 111S 04/05/99 Pagel Excavation Current Version: 4/05/99; Previous Version: 8/17/94 Adequate dewatering and drainage of excavation shall be maintained throughout the time required to complete the excavation work. 1115.4 Measurement All accepted 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 (cubic meters: 1 square meter is equal to 1.196 square yards) by the average end area methods. Cross - sectional areas shall be computed from the existing ground surface to the established line of the subgrade, as shown on typical sections in the Drawings, over the limits of the right of way or other work limits, including parkway slopes and sidewalk areas. (2) Method B Measurement of the volume of excavation in cubic yards (cubic meters: 1 square 'meter is equal to 1.196 square yards), based upon the average end area method taken from pre - construction cross sections and planned grades. The planned quantities for excavation will be used as the measurement for payment for this item. 111S.5 Payment This item will be paid for at the contract unit bid price for "Excavation ", as provided under measurement Method A or B as included in the bid. The bid price shall include full compensation for all work herein specified including dewatering, drainage, subgrade preparation, unless otherwise indicated, and the fumishing of all materials, equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 111S -A: Excavation — Per Cubic Yard. Pay Item No. 111 S-B: Excavation — End SPECIFIC CROSS REFERENCE MATERIALS Specification Item 111S, "EXCAVATION" Per Cubic Yard, Plan Quantity. City of Austin Standard Contract Documents Designation Description 00700 General Conditions 01550 Public Safety and Convenience City of Austin Utilities Criteria Manual Designation Description Section 5.2.3 Utility Adjustments For Roadway Construction Projects City of Austin Technical Specifications Designation Description tem No. 101S Preparing Right of Way tem No. 102S Clearing and Grubbing - tem No. 104S Removing Concrete tem No. 132S Embankment tem No. 201S Subgrade Preparation tem No. 236S Proof Rolling tem No. 610/610S Preservation of Trees and Other Vegetation 111S 04/05/99 Page 2 Excavation Current Version: 4/05199; Previous Version: 8117/94 RELATED CROSS REFERENCE MATERIALS Specification Item 111S, "EXCAVATION" City of Austin Standard Contract Documents Designation Description 01500 Temporary Facilities City of Austin Technical Specifications Designation Description Item No. 120S Item No. 203/203S Item No. 204/204S Item No. 230/230S Item No. 232/232S Item No. 234/234S Item No. 602/602S Item No. 604/604S Item No. 622/622S Item No. 6281628S Item No. 642/642S City of Austin Standard Designation 610- 1/610S -1 610- 2/610S -2 610- 3/610S -3 610- 4/610S -4 610- 5/610S -5 621- 1/621S -1 622- 1/622S -1 624- 1/624S -1 625- 1/625S -1 626-1/626S-1 627- 1/627S -1 628/628S 628- 1/628S -1 629- 1/629S -1 630- 1/630S -1 631- 1/631S -1 632- 1/632S -1 633 - 1/6335 -1 634-1/634S -1 635- 1/635S -1 636- 1/636S -1 637-1/637S-1 637- 2/637S -2 638- 1/638S -1 639- 1/639S -1 641 - 1/6415 -1 642- 1/642S -1 643- 1/643S -1 644-1/644S -1 Details Channel Excavation Lime Treatment for Materials In Place Portland Cement Treatment for Materials In Place Rolling (Flat Wheel) Rolling (Pneumatic Tire) Rolling (Tamping) Sodding for Erosion Control Seeding for Erosion Control Diversion Dike Sediment Containment Dikes Silt Fence Description Tree Protection Fence Locations Tree Protection Fence, Type B Chainlink Tree Protection Fence, Type B Wood Tree Protection Fence, Modified Type A Tree Protection Fence, Modified Type B Diversion Diversion Dike Earth Outlet Sediment Trap Grade Stabilization Structure Grass Lined Swale Grass Lined Swale With Stone Center Triangular Sediment Filter Dike Hay Bale Dike Brush Berm Interceptor Dike Interceptor Swale Storm Inlet Sediment Trap Landgrading Level Spreader Perimeter Dike Perimeter Swale Pipe Slope Drain (Flexible) Pipe Slope Drain (Flexible) Pipe Outlet Sediment Trap Rock Berm Stabilized Construction Entrance Silt Fence Stone Outlet Structure Stone Outlet Sediment Trap 111S 04/05/99 Page 3 Excavation Current Version: 4/05/99; Previous Version: 8/17/94 RELATED CROSS REFERENCE MATERIALS Specification Item 111S, "EXCAVATION" Designation tem No. 100 tem No. 110 tem No. 112 tem No. 132 tem No. 150 tem No. 158 tem No. 160 tem No. 164 tem No. 204 tem No. 210 tem No. 211 tem No. 213 tem No. 260 tem No. 265 Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways. Streets. and Bridges Description Preparing Right of Way Excavation Subgrade Widening Embankment Blading Specialized Excavation Work Fumishing and Placing Topsoil Seeding for Erosion Control Sprinkling Rolling (Flat Wheel) Rolling (Tamping) Rolling (Pneumatic Tire) Lime Treatment for Materials Used as Subgrade (Road Mixed) Lime -Fly Ash (LFA) Treatment for Materials Used as Subgrade Texas Department of Transportation: Manual of Testing Procedures Designation Description Tex -103 -E Determination of Moisture Content of Soil Materials Tex -104.E Determination of Liquid Limit of Soils Tex-1 05 -E Determination of Plastic Limit of Soils Tex -106 -E Method of Calculating the Plasticity Index of Soils Tex-1 14E Laboratory Compaction Characteristics and Moisture - Density Relationship of Subgrade & Embankment Soil Tex -115 -E Field Method for Determination of In -Place Density of Soils and Base Materials 111S 04/05/99 Page 4 Excavation 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 The Liquid Limit shall not exceed. 45 : The Plasticity Index shall not exceed 15 The bar linear shrinkage shall not be less than 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Item No. 130S Borrow 130S.1 Description This item shall govern required excavation, removal and proper utilization of materials secured from sources, selected by the Contractor and approved by the Engineer or designated representative. The compaction of embankments constructed from borrow as provided herein shall conform to the appropriate sections of Specification Item Nos. 132S, "Embankment" and 236S, "Proof Rolling ". Borrow will be used only when indicated on the Drawings or directed by the Engineer or - designated representative and shall only be acquired from approved sources. • This specification is applicable for projects or work involving either inch -pound or SI units. Within the text inch -pound units are given preference followed by SI units shown within parentheses. 130S.2 Materials All authorized borrow shall conform to one of the following classes: Class A (Select Borrow) Class A Borrow material shall consist of suitable granular material, free from vegetation or other objectionable matter and reasonably free from lumps of earth. When tested by standard TxDOT laboratory methods Tex- 105-E, Tex -106 -E and Tex - 107 -E, the Class A, Select Borrow, shall meet the following requirements: Class B (Borrow) Class B Borrow material shall consist of suitable non swelling {i.e. soils with a plasticity index (P.I.) less than 20} earth material such as loam, clay or other such materials that will form a stable embankment. Class C (Topsoil) Class C Borrow material shall consist of approved soils, which shall be clean, friable and capable of supporting plant life. This material shall also be free of stones and all other debris. 130S.3 Construction Methods Prior to commencing work, all required erosion control and environmental measures - shall be in place. All suitable materials removed from excavations shall be used, insofar as practicable in the formation of embankments conforming to Specification Item No. 132S, "Embankment ", as otherwise indicated on the Drawings or as directed by the Engineer or designated representative. The completed work shall conform to the established alignment, grades and cross section as shown on the Drawings. The 1303 04/05/99 Page 1 Borrow additional material necessary to complete the work described above shall be "Borrow" of the class specified. The Contractor shall arrange for borrow from one of the following sources: 1. Existing borrow pit, 2. New borrow pit, or 3. Surplus excavated material from a site, with a site development permit. The Contractor shall notify the Engineer 3 weeks prior to opening a pit or any other borrow source to allow necessary testing for approval of materials. All borrow sites shall comply with the requirements of the site development permit. During construction, the borrow sources shall be kept drained to permit final cross sections to be measured, when required. Borrow sites shall be managed and maintained to minimize the impact of the appearance of the natural topographic features and at no time create a potential hazard to the public. 130S.4 Measurement t Borrow will be measured by the cubic yard (cubic meters: 1 cubic meter is equal to 1.196 cubic yards) in its final position based upon the average end areas, calculated 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. 1 All work performed as required herein and measured as provided under "Measurement" wit be paid for at the unit bid price. The bid prices shall include full compensation for furnishing all labor; all materials; all royalty and freight involved; all hauling and delivering on the road; and all tools, equipment and incidentals necessary to complete the work. Payment will not be made for unauthorized work. 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 (C) - Per Cubic Yard, Plan Quantity. 130S.5 Payment End SPECIFIC CROSS REFERENCE MATERIALS Specification 130S, "BORROW" City of Austin Technical Specifications Designation Description Item No. 132S Embankment Item No. 236S Rolling (Proof) Texas Department of Transportation: Manual of Testing Procedures Designation Description Tex -105 -E Determination of Plastic Limit of Soils Tex -106 -E Method of Calculating the Plasticity Index of Soils Tex -107 -E Determination of Bar Linear Shrinkage of Soils 130S 04/05/99 Page 2 Borrow 1 1 1 1 1 1 1 RELATED CROSS REFERENCE MATERIALS Specification 130S, "BORROW" City of Austin Standard Contract Documents Designation Description 00700 General Conditions City of Austin Technical Designation t em No. 101S t em No. 102S t em No. 110S No. 111S t em No. 230S t em No. 232S t em No. 234S t em No. 602/602S t em No. 604/604S tem No. 610/610S t em No. 622/622S tem No 628/628S tem No. 642/642S City of Austin Standard Designation 610-1/610S-1 610- 2/610S -2 610- 3/610S -3 610- 4/610S -4 610- 5/610S -5 621-1/621S-1 622- 1/622S -1 624-1/6245-1 625-1/625S-1 626-1/626S-1 627-1/627S-1 628/628S 628-1/628S-1 629- 1/629S -1 630- 1/630S -1 631-1/631S-1 632- 1/632S -1 - 633-1/633S-1 634- 1/634S -1 635- 1/635S -1 636-1/636S-1 637-1/6375-1 637- 2/637S -2 638-1/638S-1 639,1/639S-1 641-1/641S-1 _642- 1/642S -1 643- 1/643S -1 644- 1/644S -1 Specifications Description Preparing Right of Way Clearing and Grubbing Street Excavation Excavation Rolling (Flat Wheel) Rolling (Pneumatic Tire) Rolling (Tamping) Sodding for Erosion Control • Seeding for Erosion Control Preservation of Trees and Other Vegetation Diversion Dike Sediment Containment Dikes Silt Fence Details Description Tree Protection Fence Locations Tree Protection Fence, Type B Chainlink Tree Protection-Fence, Type B Wood Tree Protection Fence, Modified Type A Tree Protection Fence, Modified Type B Diversion Diversion Dike Earth Outlet Sediment Trap Grade Stabilization Structure Grass Lined Swale Grass Lined Swale With Stone Center Triangular Sediment Filter Dike Hay Bale Dike Brush Berm Interceptor Dike Interceptor Swale Storm Inlet Sediment Trap Landgrading Level Spreader Perimeter Dike Perimeter Swale Pipe Slope Drain (Flexible) Pipe Slope Drain (Flexible) Pipe Outlet Sediment Trap Rock Berm Stabilized Construction Entrance Silt Fence • Stone Outlet Structure' Stone Outlet Sediment Trap 130S 04/05/99 Page 3 Borrow RELATED CROSS REFERENCE MATERIALS Specification 130S, "BORROW" Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation tem No. 100 tem No. 110 tem No. 132 tem No. 158 tem No. 160 tem No.164 tem No. 204 tem No.210 tem No.211 tem No. 213 Description Preparing Right of Way Excavation Embankment Specialized Excavation Work Furnishing and Placing Topsoil Seeding for Erosion Control Sprinkling Rolling (Flat Wheel) Rolling (Tamping) Rolling (Pneumatic Tire) Texas Department of Transportation Manual of Testing Procedures Designation Description Tex -103 -E Determination of Moisture Content of Soil Materials Tex -104 -E Determination of Liquid Limit of Soils Tex -114 -E Laboratory Compaction Characteristics and Moisture- Density Relationship of Subgrade & Embankment Soil Tex -115 -E Field Method for Determination of In -Place Density of Soils and Base Materials 130S 04/05/99 Page 4 Borrow Item No. 201S Subgrade Preparation 201S.1 Description This item shall govern 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 (150 mml of the subgrade. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text and accompanying tables, the inch -pound units are given preference followed by SI units shown within parentheses. 201S.2 Construction Methods Prior to initiation of subgrade preparation activities, all operations involving Standard Specification Item No. 101S," Preparing Right of Way" and /or Standard Specification Item No. 102S, "Clearing and Grubbing" shall be completed. The surface of the subgrade shall be scarified and shaped in conformity with the typical sections and the lines and grades indicated on the Drawings; by the removal of existing material or addition of approved material as established by the Engineer or designated representative. Any deviation in the subgrade cross section which exceeds 1/2 inch in a length of 10 feet (12 mm in a length of 3 meters), measured longitudinally, shall be corrected by loosening, adding or removing material, and then reshaping and compacting by sprinkling and rolling. All unsuitable material shall be removed and replaced with approved material. All foundations, walls or other objectionable material shall be removed in accordance with Standard Specification Item No. 104S, "Removing Concrete" to a minimum depth of 18 inches (450 mm) under all structures and 12 inches (300 mm) under areas to be vegetated. All holes, ruts and depressions shall be filled with approved material and compacted by approved methods. The subgrade shall be prepared sufficiently in advance to insure satisfactory prosecution of the Work. The Contractor will be required to set blue tops for the subgrade on the centerline, at the quarter points and along the curb lines or edge of pavement at intervals not exceeding 50 feet, (15 meters). The subgrade shall be tested by proof rolling in conformity with Standard Specification Item No. 236S, "Proof Rolling" prior to placement . of the first course of base material. Any .unstable or spongy subgrade areas shall be undercut, backfilled with suitable material and compacted by approved methods or stabilized with approved materials. All suitable material removed in accordance with Standard Specification Item No, 111S, "Excavation ", may be utilized in the subgrade with the approval of the Engineer or designated representative. All other material required for completion of the Subgrade, including those defined in accordance with Specification Item No. 130S, "Borrow", shall also be subject to approval by the Engineer or designated representative. It is the intent of this specification to provide the required density and moisture control for the subgrade based on the plasticity characteristics of the approved materials. The 201S 5/17/99 Page 1 Subgrade Preparation Description Density, Percent Moisture Non - swelling Soils (P.I. less than 20) Not less than 95 Swelling Soils (P.I. between 20 and 35) Not less than 95 nor more than 102 Not less than optimum Swelling Soils (P1. greater than 35) Not less than 95 nor more than 100 Not less than optimum subgrade materials shall be sprinkled as required and compacted to the extent necessary to provide the density specified below, unless otherwise indicated on the Drawings. The Plasticity Index (Pi.) will be established in accordance with TxDOT Test Methods Tex - 104 -E, Tex -105 -E and Tex- 106-E. The density determination will be made in accordance with TxDOT Test Method Tex -114 -E and field density measurements will be made in accordance with TxDOT Test Method Tex - 115 -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 TxDOT Test Method Tex - 114 -E. Field tests for density in accordance with TxDOT Test Method Tex - 115-E will be made as soon as possible after compaction 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 placement of any base materials, the in - place density and moisture content of the top 6 inches (150 mm) of compacted subgrade shall be checked. If the tests show that the relative density and moisture do not meet the limits specified in the table above, the subgrade shall be reworked as necessary to obtain the specified compaction and moisture content All initial testing will be paid for by the City of Austin. All retesting shall be paid for by the Contractor. 201S.3 Measurement All acceptable subgrade preparation will be measured by the square yard (square meter: 1 square meter equals 1.196 Square yards). The measured area includes the entire width of the roadway for the entire length as indicated on the Drawings. 201S.4 Payment This item will be considered subsidiary to Standard Specification Item Nos. 110S, "Street Excavation" or 111S, "Excavation" unless included as a separate pay item in the contract. When included for payment, it shall be measured as specified above and paid .for at the contract unit bid price for " Subgrade Preparation ". The bid price shall include full compensation for all work herein specified, including the furnishing of all materials, equipment, tools and labor and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under: Pay Item No. 201S: Subgrade Preparation - Per Square Yard. End 201S 5/17/99 Page 2 Subgrade Preparation 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SPECIFIC CROSS REFERENCE MATE (ALS Specification Item 201,S, "SUBGRADE PREPARATION" City of Austin Standard Designation tem No. 101S tem No. 102S tem No. 104S tem No:110S tem No. 111S tem No. 130S tem No. 236S Designation Tex -103 -E Tex - 104 -E Tex -105 -E Tex -106 -E Tex -114 -E Tex -115 -E Specification Items Description Preparing Right of Way Clearing and Grubbing Removing Concrete Street Excavation Excavation Borrow Proof Rolling Texas Department of Transportation: Manual of Testing Procedures Description Determination of Moisture Content of Soil Materials Determination of Liquid Limit of Soils Determination of Plastic limit of Soils Method of Calculating the Plasticity Index of Soils Laboratory Compaction Characteristics & Moisture Density Relationship of Subgrade & Embankment Soil Field Method forDetermination of In -Place Density of Soils & Base Materials RELATED CROSS REFERENCE MATERIALS Specification Item 201S, "SUBGRADE PREPARATION" City of Austin Technical Specifications Designation Description Item No.132S Embankment Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways. Streets, and Bridges Designation Description tem No. 100 Preparing Right of Way Excavation tem No. 110 tem No. 112 tem No. 132 tem No. 150 tem No. 158 t em No. 204 tem No.210 tem No. 211 tem No. 213 Subgrade Widening Embankment Blading • Specialized Excavation Work Sprinkling . Rolling (Flat Wheel) Rolling (Tamping) Rolling (Pneumatic Tire) Texas Department of Transportation: Manual of Testing Procedures Designation Description Tex -103 -E Determination of Moisture Content of Soil Materials 201S 5117/99 Page 3 Subgrade Preparation a) Preparation for Soil Constants and Sieve Analysis Tex -101 -E b) Liquid Limit Tex-1 04 -E c) Plastic Limit Tex -105 -E d) Plasticity Index Tex -106 -E e) Sieve Analysis Tex -110 -E f) Wet Ball Mill Tex -116 -E g) Triaxial Test Tex - 117 -E, Part II Sieve Designation Other Requirements % Retained US SI 13/4" 45 mm 0 7/8" 22.4 mm 10 -35 3/8" 9.5 mm 30 -50 #4 4.75 mm 45 -65 #40 425 µm 70 -85 Maximum Plasticity Index 10 Maximum Wet Ball Mill 42 Maximum Increase in passing #40 (425 µm) sieve from Wet Ball Mill Test , 20 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 05/17199; Previous Versions 08/18/98, 11/22/95 210S.2 Material Item No. 210S Flexible Base 210S.1 Description This item govems furnishing and placing a crushed stone base course for surfacing, pavement, or other base courses. "Flexible Base" shall be constructed on an approved, prepared surface in one or more courses conforming to the typical sections and to the lines and grades, indicated on the Drawings or established by the Engineer or designated representative. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text and accompanying tables, the inch -pound units are given preference followed by SI units shown within parentheses. (A) Mineral Aggregate The material shall be crushed argillaceous limestone meeting the requirements specified herein. The material shall be from sources approved by the City and shall consist of durable crushed stone that has been screened to the required gradation. Flexible base materials shall be tested according to the following TxDoT standard test methods: Base material shall be stockpiled after crushing, then tested by the City's designated laboratory and approved by the Engineer or designated representative prior to being hauled to the Project. The material shall be well graded and shall meet the following requirements: 210S 05/17/99 Page 1 Flexible Base Current Version: 05/17/99; Previous Versions 08/18/98, 11/22/95 Minimum compressive strength when subjected to the triaxial test shall be 35 psi at 0 psi lateral pressure [240 kiloPascal (kPa) at 0 kPa lateral pressure] and 175 psi at 15 psi lateral pressure [1200 kiloPascal (kPa) at 100 kPa lateral pressure]. (B) Asphaltic Material Prime Coat. Prime Coat shall conform to the requirements of Item 306/306S, "Prime Coat ", except for measurement and payment. 210S.3 Stockpiling, Storage and Management (A) Managing Material: The stockpile shall be constructed on a relatively smooth area that has been cleared of debris, weeds, brush, trees and grass. Stockpiles shall contain between 25,000 and 50,000 cubic yards (19,100 to 38,200 cubic meters). The stockpile shall be constructed using scrapers, bottom dumps or other similar equipment that allows dumping and spreading without rehandling. The stockpile shall be constructed to allow dumping and spreading in one direction only. The height of the stockpile shall not exceed the capabilities of available equipment to make a full cut (bottom to top) on any of the four sides. (C) A stockpile shall be completed before being tested by the City: The Contractor's supplier shall notify the City when a stockpile has been completed and is ready to be tested. The stockpile shall not be added to after it has been tested. The Contractor shall provide material only from stockpiles that have been inspected, tested'and accepted by the City. A ticket showing the date, source, stockpile number, and net weight (mass) shall be provided to the Inspector with each load of material delivered to the Project Material shall be loaded from the stockpile by making successive vertical cuts through its entire depth. (B) Test Sampling: The Contractor's supplier may choose the method of sample gathering for testing by the City's laboratory as follows: (1) The supplier shall make a full- height cut a sufficient distance into each side of the stockpile to obtain 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 obtain a sample. (2) As the stockpile is constructed, a perpendicular cut will be made across the spreading direction at every two feet to four feet (0.6 to 1.2 meters) of height and the sample used to start a "mini" stockpile. The process shall be repeated in two feet to four feet (0.6 to 1.2 meter) increments of height, until the stockpile and the "mini" stockpile are completed. Samples shall be obtained from the "mini" stockpile in the same manner described in (1) above. Testing and Acceptance: The City will pay for initial testing of the stockpiled material. When initial tests indicate 210S 05/17/99 Page 2 Flexible Base Current Version: 05/17/99; Previous Versions 08/18/98, 11/22/95 that the material is unacceptable, the City may, if requested by the Contractor's supplier, sample and test the material one more time. The additional sampling and testing shall be paid for by the supplier. 210S.4 Construction Methods (A) 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 Standard Specification Item 201S, " 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. The Contractor shall not place flexible base until the subgrade has cured to the satisfaction of the Engineer or designated representative, regardless of whether or not the subgrade has been successfully proof rolled. As a minimum, this will be after the surface displays no damp spots and there is no evidence of "sponginess" in the subgrade. (B) First Lift: Immediately before placing the flexible base material, the subgrade shall be checked for conformity with grade and section. The thickness of each lift of flexible base shall be equal increments of the total base depth. No single lift shall be more than six inches (150 mm) or less than three inches (75 mm) compacted thickness. The material shall be delivered in approved vehicles. It shall be the responsibility of the Contractor to deliver the required amount of material. If it becomes evident that insufficient material was placed, additional material as necessary shall 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 or designated representative. In the event inclement weather or other unforeseen circumstances render spreading of the material impractical, 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 Contractor shall "close up" the dump piles before leaving the job site. "Closed up" shall be defined as the use of a motor grader to blade all dump piles together, leaving no open space between piles. The material shall be spread, sprinkled, if required, then thoroughly mixed; bladed, dragged and shaped to conform to the typical sections 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 lift shall be sprinkled as required to bring the material to optimum moisture content, then compacted to the extent necessary to provide not less than the percent density specified in Section 210S.4(D), "Density." In no case shall the material be 210S 05/17/99 Page 3 Flexible Base Current Version: 05/17199; Previous Versions 08118/98, 11/22/95 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 or designated representative. As a minimum, three in -place density tests per section per day will be taken. If the material fails to meet the density requirements, it shall be reworked as necessary to meet these requirements. All initial testing will be paid for by the City. All retesting shall be paid for by the Contractor. Throughout the entire operation, the surface of the material shall be maintained by blading and, upon completion, shall be smooth and shall conform to 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 (6.5 mm) in cross section or 1/4 inch in a length of 16 feet (6.5 mm in a length of 5 meters) measured longitudinally shall be corrected by loosening, adding or removing material, and by reshaping and recompacting. All irregularities, depressions or weak spots shall be corrected immediately by scarifying the areas affected, adding suitable material as required, and by reshaping and recompacting. Should the lift, 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 Contractor's expense. (C) Succeeding Lifts: Construction methods for succeeding lifts shall be the same as prescribed for the first lift. For that lift of the flexible base upon which the curb and gutter will be constructed, as well as the last flexible base lift (i.e. top of the flexible base), the Contractor shall check the surface of the lift for conformity to the lines and grades by setting "blue tops" at intervals not exceeding 50 feet (15 meters) on the centerline, at quarterpoints, at curb lines or edge of pavement, and at other points that may be indicated on the Drawings. When the thickness of a particular lift of the flexible base is in question, the Contractor shall check the surface of the lift for conformity to the lines and grades by setting "blue tops" at intervals not exceeding 50 feet (15 meters) on the centerline, at quarter points, at curb lines or edge of pavement, and at other points that may be indicated on the Drawings (D) 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 or designated representative. Each lift of the flexible base shall also be tested by proof rolling in conformity with Item 236S "Proof Rolling." (E) Priming: After the flexible base material has been compacted to not less than 100 percent density, and tested by proof rolling, a prime coat will be applied in accordance with Item 306/306S, "Prime Coat." 210S 05/17/99 Page 4 Flexible Base Current Version: 05117/99; Previous Versions 08118198, 11/22/95 (F) Curing: Pavement materials, such as a tack coat or surface course, shall not be placed on the primed surface until the prime coat has been absorbed into the base course. At least 24 hours, or longer if designated by the Engineer or designated representative, shall be allowed when a cut -back asphalt is used as the prime coat. 210S.5 Measurement "Flexible Base" will be measured by the cubic yard (cubic meter. 1 cubic meter equals 1.196 cubic yards), complete in place, as indicated in the Contract Documents. 2105.6 Payment This item will be paid for at the contract unit bid price for "Flexible Base ". The unit bid price shall include full compensation for all work specified herein, including the furnishing, hauling, placing and compacting of all materials; for rolling, proof rolling, 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 210S, "Flexible Base." Payment will be made under one of the following: Pay Item No. 210S -A: Flexible Base, END Per Cubic Yard. SPECIFIC Cross Reference Materials Specification Item No. 210S, "FLEXIBLE BASE" City of Austin Technical Specifications Designation Description Item No. 201S Subgrade Preparation Item No. 236S Proof Rolling Item No. 306/306S Prime Coat Texas Department Highways, Streets, Designation Tex 101 -E Tex -104 -E Tex 105 -E Tex -106 -E Tex-1 10 -E Tex 113 -E Tex -115 -E Tex -116 -E Tex-1 17 -E 210S 05/17/99 of Transportation: Standard Specifications for Construction and Maintenance of and Bridges Description Preparation of Soil and Flexible Base Materials for Testing Determination of Liquid Limit of Soils Determination of Plastic Limit of Soils Method of Calculating the Plasticity Index of Soils Determination of Particle Size Analysis of Soils Laboratory Compaction Characteristics and Moisture - Density Relationship of Base Materials and Cohesionless Sands Field Method for Determination of In -Place Density of Soils and Base Materials Ball Mill Method for Determination of the Disintegration of Flexible Base Material Triaxial Compression Tests for Disturbed Soils and Base Materials Page 5 Flexible Base Current Version: 05/17/99; Previous Versions 08/18198, 11/22/95 RELATED Cross Reference Materials Specification Item No. 210S. "FLEXIBLE BASE" City of Austin Standard Details Designation Description Detail 100- 2/100S -2 H.M.A.C. Street Trench and Repair Detail 510- 3/510S -3 Typical Trench with Paved Surface Detail 1000- 7/100S -7 Bus Stop Paving Detail 1000- 10/1000S -10 Local Street Sections Detail 1000- 11/1000S -11 Residential and Neighborhood Collector Street Sections Detail 1000- 12/1000S -12 Primary Collector Street Sections Detail 1000 - 13/10003 -13 Minor Arterial Street Sections Detail 1000- 14/1000S -14 Major Arterial Street Sections City of Austin Utility Criteria Manual Designation Description Section 5.5.2.A Material Requirements - Flexible base Section 5.5.4.A Flexible Base with Asphalt Surface Figure 5-5 H.M.A.C. Street Trench and Repair Section 5.5.5.0 Cuts in Alleys City of Austin Transportation Criteria Manual Designation Description Section 3.2.0 General Criteria Section 3.4.3 .D Layer Data- Minimum Thickness Table 3 -1 Minimum Layer Thickness Section 3.4.3 .F Layer Data- Minimum Thickness Table 3-2 Layer Thickness Increment Section 3.4.3 .J Layer Data- Stiffness Coefficient Table 3 -3 Stiffness Coefficient Table 3 -9 Recommended Salvage values Table 3 -10 AASHTO Layer Coefficients 210S 05/17/99 Page 6 Flexible Base Present 220S Version (11/15/99) Replaces Previous Item No. 220 (4/17/86) Item No. 220S Sprinkling for Dust Control 220S.1 Description This item shall govern the authorized application of water for dust control on specified streets, detours, haul routes or construction sites, as shown on the Drawings or directed by the Engineer or designated representative, for the purpose of maintaining these areas relatively free of dust. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text, inch -pound units are given preference with SI units shown within parentheses. 220S.2 Submittals The submittal requirements of this specification item include A. The manufacturer, model and description of the proposed dust control equipment, B. The sprinkling plan including application rate, pattern of sprinkling and scheduled times of application. 220S.3 Materials Water shall be fumished by the Contractor and shall be clean and free from industrial wastes and other objectionable matter. 220S.4 Construction Methods Dust control shall only be conducted when directed by the Engineer or designated representative. The Contractor shall fumish and operate an approved sprinkler, equipped with positive and rapidly working cut -off valves and approved spray bars to insure the distribution of water in a uniform and controllable rate of application over the entire width sprinkled. The Contractor shall apply the water in the quantity specified on the Drawings or as directed by the Engineer or designated representative. It shall be the Contractor's continuous responsibility at all times, including nights, holidays and weekends until acceptance of the project by the City, to maintain the specified areas relatively free of dust in a manner that will cause the least inconvenience to the public. 2205.5 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 (3.785 kiloliters) actually placed as authorized by the Engineer or designated representative. 220S 11/15/99 Page 1 Sprinkling for Dust Control Present 220S Version (11/15/99) Replaces Previous Item No. 220 (4/17/86) 220S.6 Payment When this item is specified on the Drawings as a separate pay item, the water fumished and the work performed as prescribed by this item and measured as provided under Section 220S.5, "Measurement" will be paid for in accordance with the contract unit bid price for 'Sprinkling for Dust Control'. The unit bid price shall include total compensation for all labor, materials, tools, machinery, equipment and incidentals necessary to complete the work as indicated on the Drawings. Payment, when specified in the contract, will be made under the following: Pay Item No. 220S - Sprinkling for Dust Control (Water) - Per 1000 gallon Unit. End RELATED CROSS REFERENCE MATERIALS Specification 220S, "Sprinkling For Dust Control" City of Austin Standard Specification Items Designation Description Item No. 101S Preparing Right of Way Item No. 102S Clearing and Grubbing Item No. 110S Street Excavation Item No. 111S Excavation Item No. 120S Channel Excavation Item No. 132S Embankment Item No. 201S Subgrade Preparation Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation Description Item No. 100 Preparing Right of Way Item No. 110 Excavation Item No. 132 Embankment Item No. 158 Specialized Excavation Work Item No. 204 Sprinkling 220S 11/15/99 Page 2 Sprinkling for Dust Control Current Version: 05/17/99; Previous Version 04/17/86 230S.1 Description Item No. 230S Rolling (Flat Wheel) This item shall govern compaction of subgrade, embankment, flexible base, surface treatments and asphalt surfaces by the operation of approved power rollers as herein specified and as directed by the Engineer or designated representative. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text and accompanying tables, the inch -pound units are given preference followed by SI units shown within parentheses. 230S.2 Equipment (A) Embankments and Flexible Bases Power rollers shall be of the 3- wheel, self - propelled type, weighing not Tess than 10 tons (9 megagrams) and shall provide a compression on the rear wheels of not less than 325 pounds per linear inch (5.80 kilograms per linear millimeter) of wheel width. All wheels shall be flat. The rear wheels shall have a diameter of not less than 48 inches (1.2 meters) and each shall have a wheel width of not less than 20 inches (510 millimeters). (B) Surface Treatments and Pavements Power rollers shall be the 3 -wheel or tandem, self - propelled type, weighing not less than 3 tons (2.7 megagrams) nor more than 6 tons (5.4 megagrams). All wheels shall be flat. Rollers shall be equipped with an adequate scraping or cleaning device on each wheel. Rollers used to compact asphalt mixture shall be equipped with a water system, which will keep all tires uniformly wet. In lieu of the rolling equipment specified, the Contractor may, upon written permission from the Engineer or designated representative, 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 or designated representative, its use shall be discontinued and the Contractor will be required to furnish the specified equipment. Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer or designated representative. 230S.3 Construction Methods This work shall only be conducted at the direction of the Engineer or designated representative. A sufficient number of rollers shall be provided to compact the material in a satisfactory manner. When operations are isolated and a single roller unit cannot produce the required compaction satisfactorily, additional roller units shall be provided. 230S 05/17/99 Page 1 Rolling (Flat Wheel) Current Version: 05117/99; Previous Version 04/17/86 (A) Subgrades, Embankments and Flexible Base The subgrade, embankment layer or base course shall be sprinkled, if required by Standard Specification Item Nos. 201S, "Subgrade Preparation" and 210S, "Flexible Base ". Rolling with a power roller shall start longitudinally at the sides of the designated area 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. Rolling shall be conducted in accordance with Standard Specification Item Nos. 201S, "Subgrade Preparation" and 210S, "Flexible Base ". The rollers, unless otherwise directed by the Engineer or designated representative, shall be operated at a speed between 2 and 3 miles (3 and 5 kilometers) per hour. (B) Surface Treatments and Pavements Rolling shall be done as called for in the surface treatment (Items 310/310S and 320/320S) and asphalt pavement (Item 340/340S) Standard Specification Items. The sequence of work shall be as specified above for embankment layer or base course. The operating speed shall be determined by the Contractor and approved by the Engineer or designated representative. 230S.4 Measurement and Payment Compensation will not be allowed for materials, equipment or labor required by this item, but shall be considered subsidiary to the various items included in the contract. End SPECIFIC CROSS REFERENCE MATERIALS Specification 230S, "ROLLING (FLATWHEEL)" Citv of Austin Standard Designation Item No. 201S Item No. 210S Item No. 310/310S Item No. 320/320S Item No. 340/340S City of Austin Standard Designation Item No. 101S Item No. 102S Item No. 104S Specifications Description Subgrade Preparation Flexible Base Emulsified Asphalt Treatment Two Course Surface Treatment Hot Mix Asphaltic Concrete Pavement RELATED CROSS REFERENCE MATERIALS Specification 230S, "ROLLING ( FLATWHEEL)" Specifications Description Preparing Right of Way Clearing and Grubbing Removing Concrete 230S 05/17/99 Page 2 Rolling (Flat VVheel) Current Version: 05/17/99; Previous Version 04/17/86 RELATED CROSS REFERENCE MATERIALS - Continued Specification 230S, "ROLLING (FLATWHEEL)" City of Austin Standard Designation Item No. 110S Item No. 111S Item No. 130S Item No. 132S Item No. 202/202S Item No. Item No. 232/232S Item No. 236/2365 Item No. 301/301S Item No. 306/306S Item No. 307/307S Item No. 402/402S Item No. 403/403S Specifications Description Street Excavation Excavation Borrow Embankment Hydrated Lime and Lime Slurry Lime Treatment for Materials in Place Rolling (Pneumatic Tire) • Proof Rolling Asphalts, Oils and Emulsions Prime Coat Tack Coat Controlled Low Strength Material Concrete for Structures City of Austin Standard Details Designation Description 1000- 10/1000S -10 Local Street Sections 1000- 11(1)/1000S -11(1) Residential and City of Austin Neighborhood Collector Street Sections 1000- 11(2)/1000S -11(2) Industrial and Commercial Collector Street Sections 1000- 12(1)/1000S -12(1) Primary Collector Street Sections 1000- 12(2)/1000S -12(2) Primary Arterial Street Sections 1000- 13(1)/1000S -13(1) Minor Arterial Street Sections (4 Lanes) 1000- 13(2)/1000S -13(2) Minor Arterial Street Sections -(4 Lanes divided) 1000- 14/1000S -14 Major Arterial Street Sections Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways Streets, and Bridges Designation Description Item No. 100 Preparing Right of Way Item No. 110 Excavation Item No. 112 Subgrade Widening Item No. 132 Embankment Item No. 150 Blading Item No. 158 Specialized Excavation Work Item No. 204 Sprinkling Item No. 210 Rolling (Flat Wheel) Item No. 211 Rolling (Tamping) Item No. 264 Lime and Lime Slurry Item No. 300 Asphalts, Oils and Emulsions Item No. 301 Asphalt Anti - stripping Agents Item No. 310 Prime Coat (Cutback Asphaltic Materials) Item No. 314 Emulsified Asphalt Treatment Item No. 316 Surface Treatments 230S 05/17/99 Page 3 Rolling (Flat Wheel) Current Version: 05/17199; Previous Version 04/17/86 Item No. 345 RELATED CROSS REFERENCE MATERIALS - Continued Specification 230S, "ROLLING (FLATWHEEL)" Texas Department Designation Tex -101 -E Tex -103 -E Tex -104 -E Tex -105 -E Tex -106 -E Tex -114 -E Tex -115 -E Tex -117 -E Tex -120 -E Tex -121 -E Tex -126 -E Tex -207 -F Tex -210 -F Tex -222 -F Tex -228 -F Tex -600 -J - Asphalt Stabilized Base (Plant Mixed) of Transportation: Manual of Testing Procedures Description Surveying and Sampling Soils for Highways Determination of Moisture Content of Soil Materials Determination of Liquid Limit of Soils Determination of Plastic limit of Soils Method of Calculating the Plasticity Index of Soils Laboratory Compaction Characteristics & Moisture Density Relationship of Subgrade & Embankment Soil Field Method for Determination of In -Place Density of Soils & Base Materials Triaxial Compression Tests for Disturbed Soils and Base Materials Soil Cement Testing Soil Lime Testing Molding, Testing and Evaluation of Bituminous Black Base Determination of Density of Compacted Bituminous Mixtures Determination of Asphalt Content of Bituminous Mixtures by Extraction Method of Sampling Bituminous Mixtures Determination of Asphalt Content of Bituminous Mixtures By The Nuclear Method Sampling and Testing of Hydrated Lime, Quicklime & Commercial Lime Slurry 230S 05/17/99 Page 4 Rolling (Flat Wheel) Rem No. 232S Rolling (Pneumatic Tire) • 2325.1 Description This item shall govern compaction of embankment, flexible base, surface treatments or pavements by the operation of approved pneumatic tire rollers as herein specified and as directed by the Engineer or designated representative. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text and accompanying tables, the inch -pound units are given preference followed by SI units shown within parentheses. (A) 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 whether "Rolling (Light Pneumatic Tire)" or "Rolling (Medium Pneumatic Tire)" is specified on the Drawings. 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. When turning is impractical or detrimental to the work and when specifically directed by the Engineer or designated representative, the roller shall be capable of being operated in a forward or backward motion. In lieu of the rolling equipment specified, the Contractor may, upon written permission of the Engineer or designated representative, 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 or designated representative, its use shall be discontinued and the Contractor will be required to furnish the specified equipment. Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer or designated representative. Tire pressure is critical to successful operation of the roller. Contractor shall have equipment on the construction site to inflate tires as required. (B) Light Pneumatic Tire Roller The light pneumatic tire roller shall consist of not less than 9 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 232S 05/17/99 Page 1 Rolling (Pneumatic Tire) have an effective rolling width of approximately 60 inches (1.5 meters) and shall be so designed that by ballast loading, the total load may be varied uniformly from 9,000 pounds (4 megagrams) or less to 18,000 pounds (8 megagrams) or more. The roller shall be equipped with tires that will afford ground contact pressures to 45 pounds per square inch (310 kiloPascals) or more. The operating load and tire air pressure shall be within the range of the manufacturer's chart or tabulations showing the contact areas and contact pressures for the full range of tire inflation pressures and for the full range of loadings for the particular tires fumished. The roller under working conditions shall provide a uniform compression under all wheels. Individual tire inflation pressures shall be within + 5 psi (+ 34 kiloPascals) of each other. The pneumatic tire roller shall be drawn by 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 either type of equipment, shall be considered a light pneumatic tire roller unit. (C) 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 (2.1 meters) and shall be so designed that, by ballast loading, the total load may be varied uniformly from 23,500 pounds (10.5 megagrams) or less to 50,000 pounds (22.5 megagrams) or more. The roller shall be equipped with tires that will afford ground contact pressures of 80 pounds per square inch (550 kiloPascals) 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 (+ 34 kiloPascals) of each other. The pneumatic tire roller shall be drawn by 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 (8 kilometers per hour). (D) 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 pressures to 90 psi (620 kiloPascals) or more. 2325.2 Construction Methods The embankment layer or the base course shall be sprinkled in accordance with Standard Specification Rem Nos. 201 S, "Subgrade Preparation" and 210S, "Flexible 232S 05/17/99 Page 2 Rolling (Pneumatic Tire) Base ". Rolling with a pneumatic tire roller shall start longitudinally at the sides of the designated area and shall proceed towards the center, overlapping on successive trips by at least 1/2 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 which shall be between 3 and 11 miles per hour (between 6 and 19 kilometers per hour) for asphalt surfacing work and between 2 and 6 miles per hour (between 3 and 10 kilometers per hour) for all other work. The medium pneumatic tire roller shall be operated at speeds as directed by the Engineer or designated representative, 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 produce the required compaction satisfactorily, additional roller units shall be provided. 232S.3 Measurement and Payment Compensation will not be allowed for materials, equipment or labor required by this item. These items shall be considered subsidiary to the various items of the contract. End SPECIFIC CROSS REFERENCE MATERIALS Specification 232S, "Rolling (Pneumatic Tire)" • City of Austin Standard Specifications Designation Description Item No. 201S Subgrade Preparation Item No. 210S Flexible Base RELATED CROSS REFERENCE MATERIALS Specification 232S, "Rolling (Pneumatic lire)" City of Austin Contract Documents Designation Description Section 00700 General Conditions City of Austin Technical Specifications Designation - Description Item No. 230/230S Rolling (Flat Wheel) Item No. 236/236S Proof Rolling City of Austin Standard So Designation Item No. 101S Item No. 102S Item No. 110S Item No. 111S Item No. 130S ecifications Description Preparing Right of Way Clearing and Grubbing Street Excavation Excavation Borrow 232S 05/17/99 Page 3 Rolling (Pneumatic Tire) RELATED CROSS REFERENCE MATERIALS - Continued Specification 232S, "Rolling (Pneumatic Tire)" City of Austin Standard Designation tem No. 132S tem No. 202S tem No. 203/203S tem No. 301/301S tem No. 306/306S tem No. 307/307S tem No. 310/310S tem No. 320/320S tem No. 340/340S tem No. 402S tem No. 403/403S Specifications Description Embankment Hydrated Lime and Lime Slurry Lime Treatment for Materials in Place Asphalts, Oils and Emulsions Prime Coat Tack Coat Emulsified Asphalt Treatment Two Course Surface Treatment Hot Mix Asphaltic Concrete Pavement Controlled Low Strength Material Concrete for Structures City of Austin Standard Details Designation Description 1000- 10/1000S -10 Local Street Sections 1000- 11(1)/1000S -11(1) Residential and City of Austin Neighborhood Collector Street Sections 1000 - 11(2)/10005 -11(2) Industrial and Commercial Collector Street Sections 1000- 12(1)/1000S -12(1) Primary Collector Street Sections 1000- 12(2)/1000S -12(2) • Primary Arterial Street Sections 1000- 13(1)/1000S -13(1) Minor Arterial Street Sections (4 Lanes) 1000- 13(2)/1000S -13(2) Minor Arterial Street Sections -(4 Lanes divided) 1000- 14/1000S -14 Major Arterial Street Sections Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation Description Item No. 100 Preparing Right of Way Item No. 110 Excavation Item No. 112 Subgrade Widening Item No. 132 Embankment Item No. 150 Blading Item No. 158 Specialized Excavation Work Item No. -204 Sprinkling Item No. 210 Rolling (Flat Wheel) Item No. 211 Rolling (Tamping) Item No. 213 Rolling (Pneumatic Tire) Item No. 264 Lime and Lime Slurry Item No. 300 Asphalts, Oils and Emulsions Item No. 301 Asphalt Anti - stripping Agents Item No. 310 Prime Coat (Cutback Asphaltic Materials) Item No. 314 Emulsified Asphalt Treatment Item No. 316 Surface Treatments Item No. 345 Asphalt Stabilized Base (Plant Mixed) 232S 05/17/99 Page 4 Rolling (Pneumatic Tire) RELATED CROSS REFERENCE MATERIALS - Continued Specification 232S, "Rolling (Pneumatic Tire)" Texas Department Designation Tex -101 -E Tex -103 -E Tex -104 -E Tex -105 -E Tex -106 -E Tex -114 -E Tex -115 -E Tex -117 -E Tex -120 -E Tex -121 -E Tex -126 -E Tex -207 -F Tex -210 -F Tex -228 -F Tex -600 -J of Transportation: Manual of Testing Procedures Description Surveying and Sampling Soils for Highways Determination of Moisture Content of Soil Materials Determination of Liquid Limit of Soils Determination of Plastic limit of Soils Method of Calculating the Plasticity Index of Soils Laboratory Compaction Characteristics & Moisture Density Relationship. of Subgrade & Embankment Soil Field Method for Determination of In -Place Density of Soil & Base Materials Triaxial Compression Tests for Disturbed Soils and Base Materials Soil Cement Testing Soil Lime Testing Molding, Testing and Evaluation of Bituminous Black Base Materials Determination of Density of Compacted Bituminous Mixtures Determination of Asphalt Content of Bituminous Mixtures by Extraction Determination of Asphalt Content of Bituminous Mixtures By The Nuclear Method Sampling and Testing of Hydrated Lime, Quicklime & Commercial Lime Slurry 232S 05/17/99 Page 5 Rolling (Pneumatic Tire) Item No. 236S Proof Rolling 236S.1 Description This item shall govern furnishing and operating heavy pneumatic tired compaction equipment for locating unstable areas of embankment, subgrade and flexible base courses. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses. 236S.2 Equipment (A) Standard Proof Roller: The proof rolling equipment shall have a loading platform or body suitable for ballast loading that is supported on a minimum of two (2) axles with not more than two (2) pneumatic tired wheels per axle. All wheels shall be arranged so that they will carry approximately equal loads when operating on uneven surfaces. Pneumatic proof rolling 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 proof roller unit, under Working conditions, shall have a minimum contact width of 7- 1/2 feet (2.3 meters) and shall be so designed that the gross roller weight may be varied uniformly from 25 tons to 50 tons (23 megagrams to 45 megagrams) by ballast loading. The tires shall be capable of operating under various loads with variable air pressures up to 145 psi (up to 1000 kiloPascals). The tires shall be smooth tread and shall impart a minimum ground contact pressure of 75 pounds per square inch (520 kiloPascals). Tires shall be practically full of liquid (Le. when liquid will flow from the valve stem of a fully inflated tire with the stem in the uppermost position). The operating load and tire pressure shall be within the range of the manufacturer's chart as directed by the Engineer or designated representative. The proof roller shall be drawn by a power train of adequate tractive effort or may be of a self - propelled type. The proof rolling 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 proof roller, the power train weight shall not be considered in the weight of the proof roller. The power train shall be rubber -tired when rolling subgrade and base materials. A cleated or track -type power train may be used on earth and rock embankments. (B) Alternate Equipment: With the written approval of the Engineer or designated representative, the Contractor may utilize alternate equipment on embankment courses, subgrade and base courses subject to the requirements of the standard proof roller except with respect to minimum contact width, axle /tire arrangement and tire tread. 236S 05/17/99 Page 1 Proof Rolling 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 proof roller. (C) Equipment Submittals: All standard proof rollers and proposed alternate equipment must be approved by the Engineer or designated representative prior to their use. The Contractor shall furnish the Engineer or designated representative with charts or tabulations showing contact areas and contact pressures for the full range of tire inflation pressures and for the full range of loadings for the particular tires furnished. Alternate equipment submittals for proof rolling of embankments shall be signed and sealed by a registered Professional Engineer licensed in the State of Texas. 236S.3 Construction Methods (A) General: Within the ranges set forth in Section 236S.2, the load and tire inflation pressures shall be adjusted as directed by the Engineer or designated representative. It is proposed to use a contact pressure corresponding as nearly as practical to the maximum supporting value of the earthwork or base. The entirety of prepared surfaces to be tested by this method shall be proof rolled by a minimum of two passes of the proof roller tires. Each succeeding trip of the proof roller shall be offset by not greater than one tire width. When alternate equipment is proposed and only one axle meets minimum requirements, only the qualifying axle shall be used to proof roll. If the operation of the proof roller 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- worked area shall then be proof rolled. Proof rollers shall be operated at speeds between 2 and 6 miles per hour (3 and 10 kilometers per hour) or as directed by the Engineer or designated representative. Acceptable limits of elastic and plastic deformation of prepared subgrade courses shall be established by 'proof rolling Test Sections of representative soil conditions, previously tested and approved for density and moisture requirements of the governing subgrade and earth embankment items. Proof rolling of first course base over a plastic subgrade may be waived by . the Engineer or designated representative if it is determined that the prepared first course base will be damaged by the proof roller. (B) Roadway Construction: The subgrade and all lifts of base material shall be proof rolled in new roadway construction and in the reconstruction of existing streets. Proof rolling of the curb course base shall be substituted for proof rolling of final course base at the direction 236S 05/17/99 Page 2 Proof Rolling of the Engineer or designated representative. Proof rolling may be waived by the Engineer or designated representative where construction is limited to turn lanes, street widening Tess than 7 -1/2 feet (2.3 meters) in width, or where the site is otherwise congested. (C) Trenches: Trenches shall be proof rolled where no limitations to the operation of the proof roller exist as may be determined by the Engineer subject to the provisions hereunder. All trenches shall be proof rolled in new roadways or in existing roadways under reconstruction. Trenches shall be proof rolled at the street subgrade elevation by longitudinal and perpendicular passes of the roller as may be dictated by the width of the trench. (D) Embankment Construction: All embankment courses shall be proof rolled, unless otherwise directed by the Engineer or designated representative . If required by the Engineer or designated representative, stability testing of embankments constructed to the finished cross- section and elevation or to interim elevations shall either be conducted with a standard proof roller or alternate equipment, which can be proven to impart a horizontal and vertical pressure distributions equivalent to or greater than those induced by a standard proof roller. 236S.4 Measurement and Payment 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. End Proof rolling of trenches in existing paved streets shall be limited to pavement cross - sections capable of sustaining the weight of the proof rolling equipment without imparting damage to the remaining pavement structure as determined by the Engineer. Trenches less than 4 feet (1.2 meters) in width shall be exempted of all proof rolling requirements. Only the final course base shall be proof rolled in trenches 4 feet (1.2 meters) or wider but narrower than the proof roller contact width. The subgrade, the first course and the final course base shall be proof rolled in trenches 7 -1/2 feet (2.3 meters) or wider. 236S 05/17/99 Page 3 Proof Rolling RELATED CROSS REFERENCE MATERIALS Specification Item 236S, "Proof Rolling" City of Austin Contract Documents Designation Description Section 00700 General Conditions City of Austin Technical Designation Item No. 101S Item No. 102S Item No. 110S Item No. 111S Item No. 130S Item No. 132S Item No. 201/201S Item No. Item No. 203/203S Item No. 204/204S Item No. 206/206S Item No. 210/210S Item No. 230/230S Item No. 232/232S Item No. 234/234S Item No. 301/301S Item No. 306/306S Item No. 307/307S Item No. 310/310S Item No. 320/320S Item No. 340/340S Item No. 402/402S Item No. 403/403S Specifications Description Preparing Right of Way Clearing and Grubbing Street Excavation Excavation Borrow Embankment Subgrade Preparation Hydrated Lime and Lime Slurry Lime Treatment for Materials in Place Portland Cement Treatment For Materials in Place Asphalt Stabilized Base (Plant Mix) Flexible Base Rolling (Flat Wheel) Rolling (Pneumatic Tire) Rolling (Tamping) Asphalts, Oils and Emulsions Prime Coat • Tack Coat Emulsified Asphalt Treatment Two Course Surface Treatment Hot Mix Asphaltic Concrete Pavement Controlled Low Strength Material Concrete for Structures City of Austin Standard Details Designation Description 1000- 10/1000S -10 Local Street Sections 1000- 11(1)/1000S -11(1) Residential and City of Austin Neighborhood Collector Street Sections 1000- 11(2)/1000S -11(2) Industrial and Commercial Collector Street Sections 1000 - 12(1) /1000S -12(1) Primary Collector Street Sections 1000- 12(2)/1000S -12(2) Primary Arterial Street Sections 1000 - 13(1) /1000S -13(1) Minor Arterial Street Sections (4 Lanes) 1000- 13(2)/1000S -13(2) Minor Arterial Street Sections -(4 Lanes divided) 1000- 14/1000S -14 Major Arterial Street Sections • 236S 05/17/99 Page 4 Proof Rolling RELATED CROSS REFERENCE MATERIALS - Continued Specification 236S, "Proof Rolling" Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Description Preparing Right of Way • Excavation Subgrade Widening Embankment Blading Specialized Excavation Work Sprinkling Rolling (Flat Wheel) Rolling (Tamping) Rolling (Pneumatic Tire) Lime and Lime Slurry Asphalts, Oils and Emulsions Asphalt Anti - stripping Agents Prime Coat (Cutback Asphaltic Materials) Emulsified Asphalt Treatment Surface Treatments Asphalt Stabilized Base (Plant Mixed) Designation tem No. 100 tem No. 110 t em No. 112 t em No. 132 tem No: 150 tem No 158 tem No. 204 t em No. 210 t em No. 211 t em No. 213 tern No. 264 tem No. 300 tem No. 301 tem No. 310 tem No. 314 tem No. 316 tem No. 345 Texas Department Designation Tex -101 -E Tex -103 -E Tex -104 -E Tex -105 -E Tex -106 -E Tex -114 -E Tex -115 -E Tex -117 -E Tex -120 -E Tex -121 -E Tex -126 -E Tex -207 -F Tex -210 -F Tex -600 -J of Transportation: Manual of Testing Procedures Description Surveying and Sampling Soils for Highways Determination of Moisture Content of Soil Materials Determination of Liquid Limit of Soils Determination of Plastic limit of Soils Method of Calculating the Plasticity Index of Soils Laboratory Compaction Characteristics & Moisture Density Relationship of Subgrade & Embankment Soil Field Method for Determination of In -Place Density of Soils & Base Materials Triaxial Compression Tests for Disturbed Soils and Base Materials Soil Cement Testing Soil Lime Testing Molding, Testing and Evaluation of Bituminous Black Base Materials . Determination of Density of Compacted Bituminous Mixtures Determination of Asphalt Content of Bituminous Mixtures Sampling and Testing of Hydrated Lime, Quicklime • & Commercial Lime Slurry 236S 05/17/99 Page 5 Proof Rolling Current Version: 04/17/86 VISCOSITY GRADE Item No. 301 Asphalts, Oils, and Emulsions 301.1 Description This item shall consist of the requirements for oil asphalts, cut -back asphalts, road oils, emulsified asphalts, asphalt cement and other miscellaneous asphaltic materials. 301.2 Materials When tested according to State Department of Highways and Public Transportation Test Methods, the various materials shall meet the applicable requirements of this specification. (1) Asphalt Cement The material shall be homogeneous, free from water, shall not foam when heated to 350 F and shall meet the following requirements: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (2) Latex Additive A 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: 1 1 1 1 AC -3 AC-5 AC -10 AC -20 AC -40 Test Min. I Max. Min. Max. Min. I Max. Min. I Max. Min. Max. Viscosity, 140 F, Poises 300 ± 100 500 ± 100 1000 ± 200 2000 ± 400 4000 ± 800 Viscosity, 275 F, stokes 1.1 1.4 — 1 _ 2 _ 3 — Penetration 77F„ 1008, 5 sec. 210 _ 135 _ 85 _ 55 _ 35 _ Flash Point, C.O.C. F 425 _ 425 _ 450 _ 450 _ 450 _ Percent Solubility in trichloroethylene, 99.0 _ 99.0 _ 99.0 _ 99.0 _ 99.0 _ Tests on residues from thin film oven test: Viscosity 140 F stokes — 900 — 1500 — 3000 — 6000 — 12000 Ductility 77F, 5 cms per min,cms 100 _ 100 _ 70 _ 50 _ 30 _ Spot test Negative for all grades Current Version: 04/17/86 VISCOSITY GRADE Item No. 301 Asphalts, Oils, and Emulsions 301.1 Description This item shall consist of the requirements for oil asphalts, cut -back asphalts, road oils, emulsified asphalts, asphalt cement and other miscellaneous asphaltic materials. 301.2 Materials When tested according to State Department of Highways and Public Transportation Test Methods, the various materials shall meet the applicable requirements of this specification. (1) Asphalt Cement The material shall be homogeneous, free from water, shall not foam when heated to 350 F and shall meet the following requirements: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (2) Latex Additive A 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: 1 1 1 1 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 max at 67% solids 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 5 sec., 77 F,cm 100 150 100 150 100 150 Ductility, 5 cm /min. 77 F, cm 100 _ 100 _ 100 _ Solubility in trichloroethylene, % 99.0 — 99.0 _ 99.0 — Spot Test ALL NEGATIVE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 04/17186 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 (3) Cutback Asphalt. Cutback Asphalt shall conform to the following table: CUTBACK ASPHALT: RAPID CURING TYPE CUTBACK ASPHALT Properties Minimum Maximum Viscosity @ 122 °F, SF, sec. 15 150 Sieve Test, % 120 0.1 Demulsibility, 50mL 0.1 N CaCl2, % 250 70 Storage Stability, 24 hr., % _ 1.0 TEST ON RESIDUE FROM CUTBACKDISTILLATION TO 680 °F USING RESIDUE FROM 500 °F DISTILLATION %, 40 _ Total Oils* from Distillation, % 20 35 Float @ 122 °F on Residue from Cutback Distillation 50 200 Solubility in Trichloroethylene, T 97.5 _ Penetration at 77 F 100g, 5 sec. 120 250 120 250 120 250 120 250 120 250 Ductility at 77F 5 cm /min, cms 100* _ 100* _ 100* _ 100* _ 100* _ Solubility in trichloroethylene, % 99.0 _ 99.0 _ 99.0 _ 99.0 _ 99.0 _ Spot Test ALL NEGATIVE Test Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Water, % _ 0.2 _ 0.2 _ 0.2 _ 0.2 _ 0.2 Flash Point, T.O.C., F 100 _ 100 _ 150 _ 150 _ 150 _ Kinematic viscosity .@ 140 F,cst. 30 60 70 140 250 500 800 1600 3000 6000 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 % 50 _ 55 _ 67 _ 75 _ 80 _ Current Version: 04/17/86 Tests on Distillation Residue: MEDIUM CURING TYPE CUTBACK ASPHALT MC-30 MC -70 MC -250 MC-800 AE -P CUTBACK ASPHALT MC -3000 The Distillate, expressed as percent by volume to total distillate to 680 F, shall be as follows: • If penetration of residue is more than 200 and ductility at 77 F is less than 100 cm, the material will be acceptable if its ductility at 60 F is more than 100. *Cumulative total from 500 °F distillation of emulsion and distillation of residue by cutback distillation to 680 °F. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 04/17/86 (4) Emulsions The material shall be homogenous. It shall show no separation of asphalt after thorough mixing and shall meet the viscosity requirements at any time within 30 days after delivery. Anionic Emulsions *Applies only when Engineer designates material for winter use. Rapid Setting Medium Setting Slow Setting Type -Grade RS -2 RS -2h MS -2 MS -2h MS -1 SS -1 Min Max Min Max Min Max Min Max Min Max Min Max Furol Viscosity at 77 F, sec. _ _ _ _ _ _ _ _ 30 100 20 100 Furol Viscosity at 122 F, sec. 150 400 150 400 100 300 100 300 _ _ _ _ Residue by Distillation, % 65 _ 65 _ 65 _ 60 _ 60 _ 60 _ Oil Portion of Distillate, % _ 2 _ 2 _ 2 _ 2 _ 2 _ 2 Sieve Test, % _ 0.1 _ 0.1 _ 0.1 _ 0.1 _ 0.1 _ 0.1 Miscibility (Standard Test) _ _ _ _ _ _ _ _ Passing Passing Coating _ _ _ _ _ _ _ _ Passing _ _ Cement Mixing, % _ _ _ _ _ _ _ _ _ _ _ 2.0 Demulsibility 50 cc of N /10 CaCl2,% • _ _ _ _ - _ _ _ 70 _ Demulsibility 35 cc of N /50 CaCl2,% 60 _ 60 _ _ 30 _ 30 _ _ _ _ Storage Stability 1 day, % _ 1 _ 1 _ 1 _ 1 _ 1 _ 1 Freezing Test, 3 Cycles* _ _ _ _ Passing Passing Passing Passing Tests of Residue: Penetration at 77 F,100g,5sec. 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 — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 04/17/86 (4) Emulsions The material shall be homogenous. It shall show no separation of asphalt after thorough mixing and shall meet the viscosity requirements at any time within 30 days after delivery. Anionic Emulsions *Applies only when Engineer designates material for winter use. Current Version: 04/17/86 CATIONIC EMULSIONS * The demulsib lity test shall be made within 30 days from date of shipment. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Rapid Setting Medium Setting Slow Setting Type -Grade CRS -2 CRS -2h CMS -2 CMS -2h CSS -1 j CSS -1h Min Max Min Max Min • Max Min Max Min Max Min Max Saybolt Furol Viscosity at 77 F, sec. _ _ _ _ _ _ _ _ 20 100 20 100 at 122 F, sec. 150 400 150 400 100 100 300 100 100 300 _ _ 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 dry aggregat after spraying wet aggregate — — — — — — — — — — — — good fair fair good fair fair — — — — — — — — — — — — 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: Oil distillate, % by volume of Emulsion — 3 _ 3 _ 12 _ 12 3 _ _ 3 Tests on Residue from Distillation Test: Residue, % 65 _ 65 — 65 — 65 _ 60 — 60 — 66 F 66 , 100g 5 sec. 120 160 80 110 120 200 80 110 120 160 80 110 Ductility, 77 F, 5cm/min,cm 100 — 100 — 100 — 100 — 100 — 100 — % Solubility in trichloroethylene 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — Current Version: 04/17/86 CATIONIC EMULSIONS * The demulsib lity test shall be made within 30 days from date of shipment. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Special Precoat Material Rapid Setting Medium Setting Type -Grade HFRS -2 AES -300 Properties Minimum Maximum Minimum Maximum Furol Viscosity at 77 F, sec. - - 75 400 Furol Viscosity at 122 F, sec 150 400 - - Residue by Distillation, % 65 - 65 - OiI Portion of Distillate, % - 2 - 7 Sieve Test, % - 0.1 - 0.1 Coating - Passing Demulsibility 35 cc of N /50 CaC12, % 50 - - - Storage Stability Test, 1 day, % - 1 - 1 Tests on Residue: Penetration at 77 F, 100 g, 5 sec. 100 140 300 - Solubility in Trichloroethylene, % 97.5 - 97.5 - Ductility at 77.5 cm /min, cms 100 - - - Float Test at 140 F, sec. 1200 - 1200 - Special Precoat Material Properties Minimum Maximum Water, % - 0.2 Flash Point, C.O.C., F 200 Flash Point, C.O.C., F Kinematic Viscosity at 140 F, cst 300 500 Distillation to 680 F: Initial Boiling point, F 500 _ Residue by weight, % 70 _ Penetration residue, 77 F, 100g, 5 sec 200 300 Properties Minimum Maximum Water, % - - 0.2 Kinematic Viscosity at 140 F, cst 60 120 Flash Point, C.O.C., F 200 - Loss on Heating, 50g, 5 hrs at 325 F, % - 5 Asphalt Content of 85 to 115 penetration by vacuum distillation weight, % 25 - Pour Point, F - 60 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 04/17/86 (5) Fluxing Material. Fluxing material shall be free from foreign matter and shall conform to the following: (6) Precoat Material Precoat material may consist of any 1 of the various types of asphaltic materials listed in this specification, approved by the Engineer, including "Special Precoat Material ". (7) High Float Emulsions HIGH FLOAT EMULSIONS Type -Grade Application and Mixing Recommended Range, F Allowable, F Heating and Storage Makimum, F AC- 5,10,20,40 275 375 350 AC-3 220 -300 350 350 AE -P 100 -140 140 140 RC-250 125 -180 200 200 RC-800 170 -230 260 260 RC -3000 215 -275 285 285 MC-30 70 -150 175 175 MC -70 125 -175 200 200 MC -250 125 -210 240 240 MC -800 175 -260 275 275 MC -3000 225 -275 290 290 Cat. Blown Asph 425 -475 500 500 Special Precoat Material 125 -250 275 275 SS -1, MS -1, CSS- 1,CSS -1h 50 -130 140 140 RS -2, RS-2h, MS -2, MS-2h, CRS -2, CRS -2h, CMS -2, CMS -2h, HFRS -2, AES -300 110 -160 170 170 Current Version: 04/17/86 (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 to pouring consistency in the regular asphalt kettle at a temperature of approximately 450 F to 475 F. The material shall meet the following requirements: 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: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 68-88 Pen 38-45 Pen Type -Grade Minimum Maximum Minimum Maximum Penetration, 77 F, 100g, 5 sec 68 88 38 45 Penetration, 32 F, 200g, 60 sec 38 - - - Penetration, 115 F, 50 g, 5 sec - 160 - - Softening Point, R & 8, F 175 200 185 200 Flash, C.O.C., F 500 - 500 - Ductility, 77 F, 5 cm /min, cms 5 - 3 - Flow, 140 F, cm - 0.5 - 0.5 Ash, Weight, % 8 - 8 - Settlement Ratio - 1.02 - 1.02 Brittleness Test, 32 F No Cracking No Cracking Current Version: 04/17/86 (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 to pouring consistency in the regular asphalt kettle at a temperature of approximately 450 F to 475 F. The material shall meet the following requirements: 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: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 04/17/86 NOTE: Heating of asphaltic materials (except emulsions) constitutes a fire hazard to various degrees. Proper precautions should be used in all cases and especially with RC cutbacks. Warning to Contractors Attention is called to the fact that asphaltic materials are very flammable. The utmost care shall be taken to prevent open flames from coming in contact with the asphaltic material or the gases of same. The Contractor shall be responsible for any fires or accidents, which may result from heating the asphaltic materials. 301.4 Measurement and Payment _ All asphaltic materials included in this specification will be measured and paid for conforming to the goveming specifications for the items of construction in which these materials are used. End PRESENT VERSION: 9/29/99 REPLACES PREVIOUS ITEM NO. 306: 4/17/86 306S.2 Submittals 306S.3 Materials B. Water Item No. 306S Prime Coat 306S.1 Description This item shall govem the application of asphaltic material on the completed base course and/or other approved areas in accordance with the Drawings, these specifications or as directed by the Engineer or designated representative. This specification is applicable for projects or work invoMng either inch -pound or SI units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses. The submittal requirements of this specification item include: A. List of recommended materials (i.e. prime material, dispersal agent, etc.). B. Temperature Viscosity data and proposed temperature of application. C. Characteristics (i.e. manufacturer, rate of application, speed, etc.) of the proposed pressure distributor including calibration documentation. D. List of facilities and equipment proposed for temperature measurements. E. List of facilities and equipment proposed for storage and handling of asphaltic materials. A. Asphalt Materials The asphalt material for Prime Coat shall meet the requirements of Cutback Asphalt, MC-30, Emulsion, MS-2, SS-1, Emulsion CSS-1 or AE -P, Standard Specification Item No. 301, "Asphalts, Oils and Emulsions ". Water shall be fumished by the Contractor and shall be clean and free from industrial wastes and other objectionable matter. C. Dispersal Agent Agent shall be added to water and sprayed on surfaces to be primed in accordance with asphalt manufacturer's recommendations. 3Q6S.3 Construction Methods When, in the opinion of the Engineer or designated representative, the base course or other surface is satisfactory to receive the prime coat, the surface shall be prepared by sweeping or other approved methods as directed by the Engineer or designated representative. The surface shall be lightly sprinkled with water just prior to application of the asphaltic material unless this requirement is waived by the Engineer or designated 306S 9/29/99 Page 1 Prime Coat PRESENT VERSION: 9/29/99 REPLACES PREVIOUS ITEM NO. 306: 4/17186 representative. The Contractor shall submit a list of prime material(s) recommended for application on the work to the Engineer or designated representative for approval. When emulsions are approved, a dispersal agent shall be added to the water before sprinkling. The asphaltic material shall be applied on the clean surface by an approved type of self - propelled pressure distributor operated so as to distribute the prime coat at a rate ranging from 0.1 to 0.3 gallons per square yard (0.45 to 1.36 liters per square meter) of surface area. The material shall be evenly and smoothly distributed under pressure sufficient to assure proper distribution. During the application of prime coat, care shall be taken to prevent splattering of adjacent pavement, curb and utters or structures. The Contractor shall be responsible for cleaning all splattered areas. Prime Coat may be applied when the temperature of the surface on which the prime coat is to be placed is 60 ° F (16 ° C) or above and the air temperature is above 50 ° F (10 ° C) 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 or designated representative, are not suitable. The Contractor shall provide all necessary facilities and equipment for determining the temperature of the asphaltic material in all of the heating equipment and in the distributor, for determining the rate at which it is applied, and for securing uniformity at the junction of two (2) distributor loads. The distributor shall have been calibrated within three (3) years from the date it is first used on this project. The Engineer or designated representative shall be fumished an accurate and satisfactory record of such calibration. After beginning the work, if the yield on the asphaltic material applied appears in error, the distributor shall be calibrated in a manner satisfactory to the Engineer or designated representative before proceeding with the work. The Contractor shall be responsible for the maintenance of the surface until the work is accepted by the Engineer or designated representative. No traffic, hauling or placement of any subsequent courses shall be permitted over the freshly applied prime coat for a minimum of 48 hours or until the prime coat is accepted as dry and cured completely by the Engineer or designated representative. 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 or designated representative will approve the temperature of application based on the temperature - viscosity relationship that will permit application of the asphalt within the limits recommended in Standard Specification Item No. 301, "Asphalts, Oils and Emulsions ". The Contractor shall apply the asphalt at a temperature within 15 ° F (8 ° C) of the temperature specified in Standard Specification Item No. 301, "Asphalt, Oils and Emulsions ". 308S 9/29199 Page 2 Prime Coat 3065 PRESENT VERSION: 9/29199 REPLACES PREVIOUS ITEM NO. 306: 4117/86 306S.5 Measurement The prime coat will be considered subsidiary to Standard Specification 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 (liters: 1 liter equals 0.264 gallons) at the applied temperature. The quantity to be paid for shall be the number of gallons used in the accepted prime coat 306S.6 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 bid price per gallon for "Prime Coat ". The price shall include full compensation for cleaning the base course or other surface, for fumishing, 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. 306S: Prime Coat - End SPECIFIC CROSS REFERENCE MATERIALS Specification Item 306S "Prime Coat" City of Austin Standard Specifications Designation Description Item No, 301 Asphalts, Oils and Emulsions Item No. 340 Hot Mix Asphaltic Concrete Pavement RELATED CROSS REFERENCE MATERIALS City of Austin Standard Designation Item No. 206S Item No. 210S Item No. 307S Item No. 310S Item No. 311S Item No. 320S City of Austin Standard Details Designation 1000S -10 10005 -11 (1) 1000S -11 (2) 1000S -12 (1) 10005 -12 (2) 10005 -13 (1) 1000S -13 (2) 10008-14 9/29/99 Page 3 Specifications Description Asphalt Stabilized Base Flexible Base Tack Coat Emulsified Asphalt Treatment Emulsified Asphalt Repaving Two Course Surface Treatment Per Gallon. Description Local Street Sections Residential and Neighborhood collector Street Sections Industrial and Collector Street Sections Primary Collector Street Sections Primary Arterial Street Sections Minor Arterial Street Sections (4 Lanes) Minor Arterial Street Sections- (4 Lanes divided) Major Arterial Street Prime Coat 1 1 1 1 1 1 1 1 1 ' 1 I1 1 1 � 1 1 1 1' PRESENT VERSION: 9/29/99 REPLACES PREVIOUS ITEM NO. 306: 4/17/86 RELATED CROSS REFERENCE MATERIALS - Continued Specification Item 306S "Prime Coat" Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation Item 300 Item 301 Item 310 Item 314 Item 345 Item 520 Description Asphalts, Oils and Emulsions Asphalt Antistripping Agents Prime Coat (Cutback Asphaltic Materials) Emulsified Asphalt Treatment Asphalt Stabilized Base (Plant Mixed) Weighing and Measuring Equipment _306S 9/29/99 Page 4 Prime Coat Temperature of Surface, ° F ( 40 — 70, (5 to 21 ° C) Over 70 (Over 21 ° C) RS-2 MS-2 RS-2H RC-250 MC -70 CRS -2 CMS -2 CRS-2H CMS-2S PRESENT VERSION: 9/29/99 REPLACES PREVIOUS ITEM NO. 307: 4/17/86 This item shall govem the application of asphaltic material on completed base courses, existing pavement, bituminous surface, bridge deck, slab or prepared surface as indicated on the Drawings and as directed by the Engineer or designated representative. The application of asphaltic material on completed base courses shall only be applied after the prime coat has completely cured in accordance with Standard Specification Item No. 306S, "Prime Coat" This specification is applicable for projects or work involving either inch -pound or SI units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses. 307S.2 Submittals The submittal requirements of this specification item include: A. List of recommended materials (i.e. tack coat material, sand type, etc.). B. Temperature Viscosity data and proposed temperature of application. C. Characteristics (i.e. manufacturer, rate of application, speed, etc.) of the proposed pressure distributor including calibration documentation. D. List of facilities and equipment proposed for temperature measurements. E. List of facilities and equipment proposed for storage and handling of asphaltic materials. 307S.3 Materials A. Asphalt Materials The asphalt material for "Tack Coat" shall meet the requirements for Cutback Asphalt or Emulsified Asphalt, Standard Specification 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: 307S 9/29/99 Page 1 Tack Coat Item No. 307S Tack Coat 1 1 1 307S.1 Description 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Sieve Designation US SI Percent Retained by Weight (Mass) Natural Sand No. 8 2.36 mm 0 No. 16 1.18 mm 0-40 No. 30 600µm 25-65 No. 50 3001.m 65-85 No. 100 150µm 85-98 No. 200 751.tm 98 -100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 9/29/99 REPLACES PREVIOUS ITEM NO. 307: 4/17/86 B. Water Water shall be fumished by the Contractor and shall be clean and free from industrial wastes and other objectionable matter. C. Sand Sand may be Grade 1 conforming to Standard Specification 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 the No. 50 (300 µm) and the No. 100 (150 pm) sieves. 307S.4 Construction Methods Tack coat shall be applied when the surface on which the tack coat is to be placed is 60° F (16 ° C) or above and the air temperature is above 50 ° F (10 ° C) and rising, where the air temperature is measured in the shade and away from any artificial heat. Asphaltic material shall not be placed when general weather conditions, in the opinion of the Engineer or designated representative, are not suitable. Before the tack coat is applied, the surface shall be cleaned thoroughly to the satisfaction of the Engineer or designated representative. 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 (0.45 liters per square meter) of surface, evenly and smoothly with sufficient pressure to provide proper distribution. In those instances 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 or designated representative. 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 calibrated within three (3) years from the date it is first used on this project. The Engineer or designated representative shall be fumished an accurate and satisfactory record of such calibration. After beginning of the work, if the yield on the 3076 9/29/99 Page 2 Tack Coat PRESENT VERSION: 9/29/99 REPLACES PREVIOUS ITEM NO. 307: 4/17/86 asphaltic material applied appears in error, the distributor shall be calibrated in a manner satisfactory to the Engineer or designated representative before proceeding with the work. The Contractor shall provide all necessary facilities and equipment for determining the temperature of the asphaltic material in all of the heating equipment and in the distributor, for determining the rate at which it is applied, and for securing uniformity at the junction of two (2) distributor loads. 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 or designated representative. 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 or designated representative. 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 or designated representative will select the temperature of application based on the temperature - viscosity relationship that will permit application of the asphalt within the limits recommended in Standard Specification Item No. 301, "Asphalts, Oils and Emulsions ". The Contractor shall apply the asphalt at a temperature within 15"F (8 ° C) of 160 (71 ° C). 307S.5 Measurement The asphaltic material for "Tack Coat" will be considered subsidiary to Standard Specification 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 (liters: 1 liter equals 0.264 gallons) at the applied temperature. The quantity to be paid for shall be the number of gallons used. 307S.6 Payment The work performed and materials fumished as prescribed by this item, when included as a contract pay item, will be paid for at the unit bid price per gallon for "Tack Coat ". The price shall include full compensation for cleaning the area to receive the "Tack Coat'; for fumishing, 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. 307S: Tack Coat Per Gallon. End 3078 9/29/99 Page 3 Tack Coat 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 340.2 Materials 1 ITEM NO. 340, HOT MIX ASPHALTIC CONCRETE PAVEMENT 1 340.1 Description 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. 1 The Contractor shall fumish 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. 1 (a) Coarse Aggregate: Coarse aggregate is defined as that part of the aggregate retained on the No. 10 sieve and shall consist of dean, 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 1). 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 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 1, or Test Method Tex - 106 -E, respectively. RAP will be permitted to be used in a surface course provided not more than 1 0% RAP is' used. 1 1 340 8/23/96 Page 1 Hot Mix Asphaltic Concrete Pavement 1 1 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 (c) Fine Aggregate: Fine aggregate is defined as that part of the aggregate passing 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 Part I. (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. 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 conceming 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. 8/23196 Page 2 Hot Mix Asphaltic Concrete Pavement 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 Requirement Test Method 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 * - Aggregates, without added mineral filler or additives, combined as used in the job -mix formula (Plant Corrected). - TABLE 1 AGGREGATE QUALITY REQUIREMENTS * (2) Asphaltic Material (a) Paving Mixture. Asphalt cement for the paving mixture shall conform to the requirements of t Item 301, "Asphalts, Oils and Emulsions ", for AC -20 unless otherwise indicated in the Project Documents. 340 8/23/96 Page 3 Hot Mix Asphaltic Concrete Pavement 1 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. 1 1 1 1 (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 '. 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, poises 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". ' 340 8/23/96 Page 4 Hot Mix Asphaltic Concrete Pavement (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 864,1 "Abbreviated Pavement Markings ". 1 1 340.3 Paving Mixtures An asphalt mixture design is a laboratory process which includes the determination of the quality and' quantity of the asphalt and the individual aggregates, and the testing of the combined mixture (Laboratory Design). The job mix formula (JMF) shall list the quantity of each component to be used in the mix after the laboratory design has been adjusted by running it through a particular plant (Plant Corrected). The JMF will be the standard to which the Acceptance Plan will be applied. The JMF of one drum or batching unit shall' not be used for another unit. The Contractor shall submit to the Engineer on forms provided by the Engineer, an asphalt mixture design reviewed, signed and sealed by a Texas Registered Professional Engineer or certified by a TxDOT Level II Certified Asphalt Technician. The asphalt mixture design shall be submitted every two (2) years. Mix designs older than one year will not be accepted without a review of current test data of the proposed materials to ensure that the materials meet specification requirements. The JMF (Plant Corrected) shall be submitted to the Engineer on a form provided by the Engineer through the Inspector of the Project for review, for each individual Project, a minimum of three (3) working days before the mixture is to be placed. Under no circumstances will a mixture be placed before its use is reviewed by the Engineer. 340 8/23/96 Page 5 Hot Mix Asphaltic Concrete Pavement 1 1 1 1 Performance of the mix design shall remain the responsibility of the Contractor. (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. 1 1 1 1 1 1 TABLE 2 Master Grading Percent Passing by Weight or Volume Sieve Size Type A Coarse Base B Fine Base C Coarse Surface D Fine Surface F Fine Mixture 1% :" 100 11/4" 95 -100 1" 100 7/8" 70 -90 95 -100 100 5/8" 75 -95 95 -100 +/• 50 -70 100 , 3/8" 60 -80 70-85 85-100 100 y" • 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' /I' 1" 3A. * 2 - 8 when Test Method Tex - 200 -F, Part H (Washed Sieve Analysis) is used. - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 340 8/23/96 Page 6 Hot Mix Asphaltic Concrete Pavement 1 SIEVES PERCENT BY WEIGHT 2" Sieve through No. 10 Sieve ±5.0 No. 40 through No. 200 Sieve ± 3.0 Asphalt Content ±0.5 - OPTIMUM LABORATORY DENSITY ( %) LABORATORY DENSITY ( %) ' STABILITY Min. Max. Local Streets Surface Courses 96 94.5 97.5 35 Min. ' Collectors & Arterials Surface Courses 96 94.5 97.5 40 - 55 ' All Base Courses 96 94.5 97.5 35 Min. ■ (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. 1 1 1 (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 - I F and Stability conforming to TxDOT Test Method TEX- 208 -F: 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. 340 8/23/96 Page 7 Hot Mix Asphaltic Concrete Pavement (5) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (3) (5) (6) The asphalt content may be adjusted as concurred by the Engineer to maintain desirable laboratory density near the optimum value while achieving other mix requirements. However, increasing the asphalt content of the mixture in order to reduce pavement air voids will not be allowed. Also, if the percent air voids is determined to be less than 4 percent, adjustments shall be made to the plant production by the Contractor, within the tolerances as outlined above so that an adequate air void level results. 340.4 Equipment All equipment used for the production, placement and compaction of the mixture shall be maintained in good repair and operating conditions to the satisfaction of the Engineer. All equipment shall be made available for inspection. Any equipment shall not be used until it is repaired to the satisfaction of the Engineer. (1) Mixing Plants: Plants may be of the weigh -batch or drum -mix type equipped with suitable material conveyers, aggregate proportioning devices, dryers, bins, dust collectors and sensing and recording devices as appropriate for the mixing plant type. (2) Spreading and Finishing Paving Machine: The paving machine shall be self - propelled and equipped with a heated screed capable of producing a finish surface meeting the requirements of the street cross - section specified on the Drawings and all surface tests. Extensions to the screed shall have the same heating and vibratory capabilities as the primary unit. The paving machine shall be equipped with an automatic dual longitudinal screed control system and a transverse screed control system. The longitudinal controls shall be capable of operating from any longitudinal grade reference including a stringline, ski, mobil stringline or matching shoe. Unless otherwise shown on the Drawings, the Contractor may use any one of these grade references. The Contractor shall furnish all labor and equipment required for grade reference. Rollers: The Contractor shall select rollers conforming to Item 230, "Rolling (Flat Wheel)" and Item 232, "Rolling (Pneumatic Tire) ". Rollers not conforming to these requirements shall be immediately removed from the Project. (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. 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. Straightedge: The Contractor shall provide a ten foot straightedge acceptable to the Engineer for surface testing. 340 8/23/96 Page 8 Hot Mix Asphaltic Concrete Pavement 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 /. 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. 340 8/23/96 Page 9 Hot Mix Asphaltic Concrete Pavement 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Any material delivered to the Project that by visual inspection can reasonably be expected not to meet specification requirements (Le. segregated or burned material, deficient or excess asphalt, low mixing temperature, visible contaminants, etc.), as determined by the Engineer, shall not be used or left in place. Equipment shall be inspected prior to use and, if found to be defective or in an operating condition that could potentially affect the quality of the finished pavement, as determined by the Engineer, its use shall not be allowed. Leakage of fuels, oils, grease, hydraulic or brake fluids or other contaminants onto the prepared surface or newly -laid mat will not be allowed. The paving mixture, when placed with a spreading and finishing machine, shall not be placed when the air temperature is below 50 F and is falling, but it may be placed when the air temperature is above 40 F and rising. The paving mixture, when used as a level -up course 'or when placed with a motor grader, shall not be placed when the air temperature is below 60 F and is falling, but it may be placed when the air temperature is 50 F and rising. Mat thickness of 1Y2 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. 340 8/23/96 - Page 10 Hot Mix Asphaltic Concrete Pavement 340 1 (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 1 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. (5) 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. Longitudinal joints in the mat shall be placed to coincide with lane lines. Transverse joints shall be offset a minimum of five (5) Feet. 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. 8/23/96 Page 11 Hot Mix Asphaltic Concrete Pavement 1 1 1 1 1 1 1 1 1 1 1 1 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 11/2 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 Contractor's daily anticipated production is not made, the random locations will not be recalculated. Also, no more than one location of the three (3) sub -areas is to be located in an irregular shaped area such as a cul -de -sac. Unless otherwise approved by the Engineer, a minimum of three bag samples and three correlating cores will be obtained from each day's production. Bag samples shall be taken during lay -down operations. The primary sampling point for the bag samples shall be from the windrow if a windrow elevator is used. If a windrow elevator is not used, the sample shall be taken from the middle of the paving machine hopper. This will require stopping the paving machine in order for the Inspector to safely secure a sample by digging into the hopper. Gradation, asphalt content and stability shall be reported for each of the bag samples. The stability value reported for each of the bag samples shall be the average of three (3) tests per bag. Pavement thickness and density shall be determined by 6 -inch cores. One core shall be taken for every 2,000 single -pass square yards with a minimum of three (3) cores for all projects. One core shall be taken at the same station and pass sampled for each of the bag samples. For each day's placement, density of cores for which no corresponding bag samples were taken shall be determined by using the average Maximum Theoretical Density of the day's three (3) bag samples or as may otherwise be determined by the Engineer. The Engineer may alter, increase or waive the testing schedule to ensure material and workmanship compliance with specification requirements. Acceptability of the completed pavement shall be based on the average of test results for the Project as defined in Article 340.11, "Acceptance Plan ". For total areas of less than 500 square yards, a total of only two bag samples and two correlating cores will be obtained. If the Contractor desires additional testing, it shall be at his entire expense. When, in the opinion of the Engineer, test results appear unrepresentative, additional testing may be authorized. The retesting will be at the expense of the Contractor and the results of the retesting shall be averaged with the results of the original testing. If the results of retesting indicate that the original testing was erroneous, the original test results will be discarded. Pavements with low density results may be recored; but, the pavement shall not receive any additional compactive effort. Cores shall be taken by the City's laboratory within 48 hours of paving unless otherwise authorized by Engineer. Pavements that will not or can not be cored within 48 hours shall be closed to both public and construction traffic. 340 8/23/96 Page 12 Hot Mix Asphaltic Concrete Pavement 340.11 Acceptance Plan 1 1 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 1 determined by the Engineer. The decision of the Engineer as to the removal and replacement of the Work shall be the final authority. (1) Non Acceptance factors: (a) 1 Surface Characteristics: Unless otherwise directed by the Engineer, all pavements shall be 1 tested for smoothness. Surfaces shall be tested with a 10 foot straightedge parallel to the roadway centerline 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 % inch' perpendicular to the centerline. Sections exceeding these maximums shall be corrected to the satisfaction of the Engineer. The completed surface must meet the approval of the Engineer for surface smoothness, finish and appearance. If the surface ravels, ruts or deteriorates in any manner prior to the end of the warranty period, it will be the Contractor's responsibility to correct this condition at his expense to the satisfaction of the Engineer and in conformance with the requirements of this specification. For HMAC rehabilitation and overlay projects, if cracks develop in the pavement surface within the one year warranty period, the Contractor shall seal the cracks in accordance with 1 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 1 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 t 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 /, inch in width develop in the pavement surface within the one year warranty period, the cracking shall be I reviewed and evaluated by the Engineer before corrective action is taken. 340 8/23/96 Page 13 Hot Mix Asphaltic Concrete Pavement 1 1 1 1 . GRADATION ACCEPTANCE SCHEDULE (TEX- 210 -F) SIEVE DEVIATION FROM JOB MIX FORMULA PERCENT CONTRACT UNIT PRICE REDUCTION Total retained on No. 10 ± 5.0 5.1± 0 10 Passing No. 200 ±3.0 3.1 ±. 0 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (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: 340 8/23/96 Page 14 Hot Mix Asphaltic Concrete Pavement ASPHALT CONTENT ACCEPTANCE SCHEDULE (TEX- 210 -F) Deviation from the Job Mix Formula Percent Contract Unit Price Reduction Local Streets* All Others ± 0.5 0 0 ±0.51 to ±0.60 15 25 +0.61 to +0.70 25 ** 100; Remove and Replace -0.61 to -0.70 100; Remove and Replace 100; Remove and Replace Over±0.70 100: 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 - 201- F/TEX- 227 -F) *PERCENT DENSITY Percent Contract Unit Price Reduction 1- Thickness or Greater Less than 1' /:" Thickness Above 96 100; Remove and Replace 100; Remove and Replace 91 to 96 0 0 90.9 to 88.1 0.625 per 0.10% deficiency in density 0.50 per 0.10% deficiency in density Less than 88.1 100: Remove and Replace 100; Remove and Replace *Core bulk density divided by max. theoretical density 340 8123196 Page 15 Hot Mix Asphaltic Concrete Pavement 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 THICKNESS ACCEPTANCE SCHEDULE VARIANCE PERCENT OF THICKNESS PERCENT CONTRACT UNIT PRICE REDUCTION 0 -10 0 10.1 - 16 20 16.1 - 25 50 Over 25 100; Remove and Replace or mill /overlay 1" minimum 1 1 1 1 1 1 1 1 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. 1 1 1 1 1 1 1 1 340.12 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 Engineer, shall constitute the final quantity for which payment will be made. However, no adjustment will be made for any quantity which exceeds the Drawing required thickness. Method A: Asphaltic concrete pavement shall be measured by the ton (2,000 pounds) of the type actually used in completed and accepted Work in accordance with the Drawings and specifications. The measurement shall be made on approved truck scales that meet the requirements of the National Institute of Standards and Technology Handbooks 44 and 112 except that the required accuracy shall be 0.4 percent of the Toad 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. 340 8/23196 Page 16 Hot Mix Asphaltic Concrete Pavement Method B: Asphaltic concrete pavement shall be measured by the square yard of specified total thickness of the type of paving mixture actually used in completed and accepted Work in accordance with Drawings and specifications. Multiple lifts of the same type shall be considered as one for square yard measurement' purposes. Method C: Asphaltic concrete pavement shall be measured by the linear foot of specified total thickness of the type of paving mixture actually used in completed and accepted Work in accordance with Drawings and specifications. Multiple lifts of the same type shall be considered as one for linear foot measurement purposes. 340.13 Payment Work performed and materials furnished as prescribed by this item and measured as provided under "Measurement" will be paid for at the unit prices bid or pay adjusted unit price for HOT MIX ASPHALTIC' CONCRETE PAVEMENT, of the types and thicknesses specified, which prices shall be full compensation for fumishing 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 End Pay Item No. 340 -B: Hot Mix Asphaltic Concrete Pavement, _ inches, Type _ - Per Square Yard. Pay Item No. 340-C: Hot Mix Asphaltic Concrete Pavement, _ Inches, Type _ - Per Linear Foot. Pay Item No. 340 -PQ: Hot Mix Asphaltic Concrete Pavement, _ Inches, Type - Per Drawing Quantity. Pay Item No. 340 -L: Hot Mix Asphaltic Concrete Pavement, _ in., Type _ - Level -up Course. Pay Item No. 340 -M: Crack Sealing Mobilization, Lump Sum. Pay Item No. 340-5: Crack Sealing, per Linear Foot. Ref: 230, 232, 301, 307, 313, 864, 1804 340 8/23/96 Page 17 Hot Mix Asphaltic Concrete Pavement 1 1 1 1 1 1 1 1 1 1 1 1 8/23/96 Page 18 Hot Mix Asphaltic Concrete Pavement 1 ITEM NO. 401 CONCRETE FOR STRUCTURES 403.2 Materials 1 403.1 Description This item shall govem quality, storage, handling, proportioning and mixing of materials for Portland cemen concrete construction of buildings, bridges, culverts, slabs, prestressed concrete and incidenta appurtenances. Concrete shall be composed of Portland cement or Portland cerrient 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 I (General Purpose), Type II (Genera Purpose with Moderate Sulfate Resistance) and Type III (High Early Strength). Type I shall b4 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 I when the anticipated air temperature for the succeeding 12 hou will not exceed 60 F. AU 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 conceming the use of cement materials. Contractor shall maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in the fuel mix or raw materials. Fly ash (denoted by TEX designations Type A and Type B) may replace 20 to 35 percent of a mix design's Portland cement content by absolute volume. Fly ash shall not be used in mix designs' with less than five (5) sacks of Portland cement per cubic yard unless specifically permitted by the contract plans or project manual. Fly Ash may be used in all other classes of concrete, except that Type B fly ash shall not be used with Type II cement. Fly ash shall conform to the requirements of Item 405, "Concrete Admixtures." (2) Mixing Water Water for use in concrete and for curing shall be potable water free of oils, acids, organic matter or other deleterious substances and shall not contain more than 1,000 parts per million of chlorides as CI or sulfates as SO Contractor may request approval of water from other sources. Contractor shall arrange for' samples to be taken from the source and tested at his expense. Water quality tests shall conform to AASHTO Method T 26 except where such methods are in conflict with provisions of this specification. 403 5/18/95 Page 1 Concrete for Structures 1 1 1 Table 1: Course Aggregate Gradation Chart (TEX 401 -a, Percent Retained) Grade Nom. Size 2'/:" 2" 1 ' /i' 1" %" '/:" 318" No. 4 No. 8 1 2 1/2" 0 0 - 20 15 - 50 60 - 80 95 - 100 2 1 ' /2" 0 0 -5 30 -65 - 70 -90 95 -100 3 1" 0 0 -5 10-40 40 -75 95 -100 4 1" 0 0 -5 40 -75 90 -100 95 -100 5 y " 0 0 -10 45 -80 90 -100 95 -100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 403 (3) Coarse Aggregate Coarse aggregate shall consist of durable particles of crushed or uncrushed gravel, crushed blast furnace slag, crushed stone or combinations thereof; free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable material either free or as an adherent coating. It shall not contain more than 0.25 percent by weight of clay lumps, nor more - than 1.0 percent by weight of shale nor more than 5 percent by weight of laminated and /or friable particles when tested in accordance with TXDOT Test Method TEX- 413 -A. It shall have a wear of not more than 40 percent when tested in accordance with TXDOT Test Method TEX- 410 -A. Unless otherwise indicated, coarse aggregate shall be subjected to 5 cycles of the soundness test conforming to TXDOT Test Method TEX- 411 -A. The loss shall not be greater than 12 percent when sodium sulfate is used or 18 percent when magnesium sulfate is used. , , Coarse aggregate shall be washed. The Loss by Decantation (TXDOT Test Method TEX- 406 -A), plus allowable weight of clay lumps, shall not exceed 1 percent or value indicated on the plans or in the project manual, whichever is less. If material finer than the 200 sieve is definitely established to be dust of fracture of aggregates made 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. 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. 5/18/95 Page 2 Concrete for Structures Table 2: Fine Aggregate Gradation Chart (TEX 401-A, Percent Retained) 1 3/8 "" No. 4 No. 8 No. 16 No. 30 No. 60 No. 100 No. 200 0 0 -5 0 -20 15 -50 35 -75 65 -90 90 -100 97 -100 • (4) Fine Aggregate Fine aggregate shall consist of clean, hard, durable and uncoated particles of natural or manufactured sand or a combination thereof, with or without a mineral filler. It shall be free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable' material and it shall not contain more than 0.5 percent by weight of clay lumps. When subjected to color test for organic impurities per TXDOT Test Method TEX- 408 -A, it shall not show a color darker than standard. Acid insoluble residue of fine aggregate used in slab concrete subjectto 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. (5) (7) Where sand equivalence is greater than 85, retainage on No. 50 sieve may be 65 to 94 percent. Where manufactured sand is used in lieu of natural sand, the percent retained on No. 200 sieve shall be 94 to 100. Sand equivalent per TXDOT Test Method TEX -203 -F shall not be less than 80 nor less than otherwise indicated, whichever is greater. The fineness modulus will be determined by adding the percentages by weight retained on sieve Nos. 4, 8, 16, 30, 50 and 100 and dividing the sum of the six sieves by 100. For Class A and C concrete, the fineness modulus shall be between 2.30 and 3.10. For Class H concrete, the fineness modulus shall be between 2.40 and 2.90. Mineral Filler Mineral filler shall consist of stone dust, clean crushed sand, approved fly ash or other approved inert material. (6) Mortar (Grout) 403 5/18/95 Page 3 Concrete for Structures 1 1 1 1 1 1 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. 1 Admixtures All admixtures shall comply with the requirements of ITEM 405 CONCRETE ADMIXTURES.' Calcium chloride -based admixtures shall not be approved. 1 1 403.3 Storage of Cement and Fly Ash Cement and fly ash shall be stored in separate and well ventilated, weatherproof buildings or approved bins which will protect the material from dampness or absorption of moisture. Storage facilities shall be easily accessible and each shipment of packaged cement shall be kept separated to provide for identification and inspection. Engineer may permit small quantities of sacked cement to be stored in the open for a maximum of 48 hours on a raised platform and under waterproof covering. 403.4 Storage of Aggregates Aggregates shall be stockpiled in sizes to facilitate blending. If the aggregate is not stockpiled on a hard, non - contaminant base, the bottom 6 inch layer of the stockpile shall not be used without recleaning the aggregate. Where space is limited, stockpiles shall be separated by walls or other appropriate barriers. Aggregate shall be stockpiled and protected from the weather a minimum of 24 hours prior to use to minimize free moisture content. When stockpiles are too large to protect from the weather, accurate and continuous means acceptable to the Engineer shall be provided to monitor aggregate temperature and moisture. Aggregates shall be stockpiled and handled such that segregation and contamination are minimized. 403.5 Measurement of Materials Water shall be accurately metered. Fine and coarse aggregates, mineral filler, bulk cement and fly ash shall be weighed separately. Allowances shall be made in the water volume and aggregate weights during batching for moisture content of aggregates and admixtures. Volumetric and weight measuring devices shall be acceptable to Engineer. Batch weighing of sacked cement is not required; however, bags, individually and entire shipments, may not vary by more than 3 percent from the specified weight of 94 pounds per bag. The average bag weight of a shipment shall be determined by weighing 50 bags taken at random. 403.6 Mix Design Contractor shall furnish a mix design acceptable to the Engineer for class of concrete specified. The mix shall be designed by a qualified commercial laboratory and signed /sealed by a Texas - registered Professional Engineer to conform with requirements contained herein, to ACI 211.1 or TXDOT Bulletin C- 11 (and supplements thereto). Contractor shall perform, at his own expense, the work required to substantiate the design, including testing of strength specimens. Complete concrete design data shall be submitted to the Engineer for approval. The mix design will be valid for a period of one (1) year provided that there are no changes to the component materials. At the end of one (1) year, a previously- approved mix may be resubmitted for approval if it can be shown that no substantial change in the component materials has occurred. The resubmittal analysis must be reviewed, signed and sealed by a Texas - registered Professional Engineer. This resubmittal will include a reanalysis of specific gravity, absorption, 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. - 403 5/18/95 Page 4 Concrete for Structures Table 3: Slump Requirements Type of Construction Slump, inches 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 Approved admixtures conforming to Item 405, "Concrete Admixtures" may be used with all classes o concrete at the option of the Contractor provided that specific requirements of the governing concret structure specification are met. Water reducing and retarding agents shall be required for hot weather, large mass, and continuous slab placements. Air entraining agents may be used in all mixes but must used in the classes indicated on Table 4. Unless approved by the Engineer, mix designs shall not excee 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 will it be permissible to expedite finishing and drying by sprinkling the surface with cement powder. No concrete will be permitted with a slump in excess of the maximums shown unless water reducing admixtures have been previously approved. Slump values shall conform to TXDOT Test Method TEX- 415-A. 403 5/18/95 Page 5 Concrete for Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table 3: Slump Requirements (Continued) Type of Construction Slump, inches Max. Min. Pavements, Slip -form 11/2 IA Sidewalks, Driveways and Slabs on Ground 4 2 Curb & Gutter, Hand - vibrated 3 1 Curb & Gutter, Hand - tamped or spaded 4 2 Curb & Gutter, Slip- form /extrusion machine 2 1/2 Heavy Mass Construction 2 1 High Strength Concrete 4 3 Riprap and Other Miscellaneous Concrete 6 1 Under Water or Seal Concrete 6 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 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. 403 5/18/95 Page 6 Concrete for Structures Table 4: Classes of Concrete Sk Cement Min. 28 Day Min. Beam *Max. WIC Coarse Class Per CY psi 7 Day psi Ratio Agg. No. ** Air Ent. A 5.0 3000 500 6.5 1,2,3,4,5 Yes B 4.0 2000 300 8.0 2,3,4,5 No ' C 6.0 3600 600 6.0 1,2,3,4,5 Yes D 4.5 2500 425 7.5 2,3,4 • No 1 H 6.0 As ind. As Ind. 5.5 3,4 Yes ' I 5.5 3500 575 6.2 2,3,4,5 Yes J 2.0 800 N/A N/A 2,3,4,5 No 1 S 6.0 3600 600 5.0 2,3,4,5 Yes 1 Notes: 1. Grade.1 coarse aggregate may be used in massive foundations only (except cased drilled shafts) 1 with 4 inch minimum clear spacing between reinforcing steel. 2. When Type II cement is used in Class C or 8 concrete, the 7 day beam break requirement will be 550 psi; with Class A, 460 psi., minimum. 1 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 aggregate, 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 5/18/95 Page 7 Concrete for Structures 1 A strength test shall be defined as the average of breaking strength of 2 cylinders or 2 beams as applicable. Specimens will be tested conforming to TXDOT Test Method TEX -418 -A or TEX- 420 -A. I required strength or consistency of class of concrete being produced cannot be secured with minimu 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 entrainin agent or increase cementitious material content in order to provide concrete meeting these specification 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 (anti supplements thereto). When control of concrete quality is by 28 day compressive tests,.jbb control will tie by 7 day flexural test If the required 7 day strength is not secured with the quantity of cement specified in Table 4, changes ir the mix design shall be made and resubmitted for approval. 1 1 1 1 403.8 Mixing and Mixing Equipment All equipment, tools and machinery used for hauling materials and performing any part of the work shall be maintained in such condition to insure completion of the work without excessive delays. Mixing shall be done in a mixer of approved type and size that will produce uniform distribution of material throughout the mass and shall be capable of producing concrete meeting requirements of ASTM C 94, Ready -mixed Concrete and these specifications. Mixing equipment shall be capable of producing sufficient concrete to provide required quantities. Entire contents of the drum shall be discharged before any materials are placed therein for a succeeding batch. Improperly mixed concrete shall not be placed in a structure. The mixer may be batched by either volumetric or weight sensing equipment and shall be equipped with a suitable timing device that will lock the discharging mechanism and signal when specified time of mixing has elapsed. (1) Proportioning and Mixing Equipment For all miscellaneous concrete placements, a mobile, continuous, volumetric mixer or a volumetric or weight batch mixer of the rotating paddle type may be used. When approved by Engineer in writing or when specified for use, these mixers may be used for other types of concrete construction, including structural concrete, if the number of mixers fumished will supply the amount of concrete required for the particular operation in question. These mixers shall be designed to receive all the concrete ingredients, including admixtures, required by the mix design in a continuous uniform rate and mix them to the required consistency before discharging. Mixers shall have adequate water supply and metering devices. For continuous volumetric mixers, the materials delivered during a revolution of the driving mechanism or in a selected interval, will be considered a batch and the proportion of each ingredient will be calculated in the same manner as for a batch type plant. Mixing time shall conform to recommendations of manufacturer of mixer unless otherwise directed by Engineer. (2) Ready -mixed Concrete Use of ready -mixed concrete will be permitted provided the batching plant and mixer trucks meet quality requirements specified herein. When ready -mixed concrete is used, additional mortar (1 sack cement, 3 parts sand and sufficient water) shall be added to each batch to coat the mixer drum. Ready -mixed concrete, batching plant and mixer truck operation shall include the following: (a) A ticket system will be used that includes a copy for the Inspector. Ticket will have machine stamped time /date of concrete batch, weight of cement, fly ash, sand and aggregates; exact nomenclature and written quantities of admixtures and water. Any item missing or incomplete on ticket may be cause for rejection of concrete. (b) Sufficient trucks will be available to support continuous placements. Contractor will satisfy Engineer that adequate standby trucks are available to support monolithic placement requirements. 403 5/18/95 Page 8 Concrete for Structures (3) Hand -mixed Concrete 403.9 Excavation, Placing of Concrete, Finishing, Curing and Backfill Excavation, placing of concrete, finishing, curing and ball shall conform to Item 401, "Structural Excavation and Backfill ", and Item 410, "Concrete Structures ". 403.10 Measurement 1 (c) A portion of mixing water required by the mix design to produce the specified slump may bj withheld and added at the job site, but only with permission of Engineer and under th Inspector's observation. When water is added under these conditions, it wit be thoroughly mixed before any slump or strength samples are taken. Additional cement shall not be addecl 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 the various uses for which it was designed. The data shall include the drum's speed o rotation for mixing and for agitating and the capacity for complete mixing and/or agitating only. A copy of the manufacturer's design, showing dimensions of blades, shall be available for 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 manufacturer's' 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 en route 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. 1 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 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. ' 1 1 1 Where measurement of concrete for a structure is not provided by another governing 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 1 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. 403 5/18/95 Page 9 Concrete for Structures 1 1 (b) No deductions shall be made for chamfers Tess 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 Tess in width. (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. 403.11 Payment The work performed and materials furnished as prescribed by this item and measured in accordance with ' the applicable provisions of "Measurement" above will be paid for as follows. The quantity to be paid for will be that quantity shown on the contract plans and /or in the Project Manual, regardless of errors in calculations, except as may be modified by the following. Plan Quantities will be adjusted: (1) When a complete structure element has been erroneously included or omitted from the plans, the quantity shown on the plans for that element will be added to or deducted from the plan quantity and included for payment. A complete structure element will be the smallest portion of a total structure for which a quantity is included on the plans. Quantities revised in this manner will not be subject to the provisions of the "General Conditions ", Article 11. (2) When the plan quantity for a complete structure element is in error by 5 percent or more, a recalculation will be made and the corrected quantity included for payment. Quantities revised in this manner will not be subject to the provisions of the "General Conditions ", Article 11 (3) When quantities are revised by a change in design, the "plan quantity" will be increased or decreased by the amount involved in the design change. Quantities revised in this manner will be subject to the provisions of the "General Conditions ", Article 11. The party to the contract requesting the adjustment shall present to the other, a copy of the description I 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. 403 5/18/95 Page 10 Concrete for Structures 1 Payment for increased or decreased costs due to a change in design on those items measured as Yard ", "Each ", "Square Foot ", "Square Yard" or "Linear Foot" will be determined by Change Orde . Quantities revised in this manner will be subject to the provisions of the "General Conditions ", Article 11. The unit prices bid for the various classes of concrete shown shall be full compensation for furnishing' hauling, and mixing all concrete material; placing, finishing and curing all concrete; all grouting and pointing; furnishing and placing drains; fumishing and placing metal flashing strips; furnishing and placin expansion joint material required by this item; and for all forms and falsework, labor, tools, equipment an d incidentals necessary to complete the work. End Pay Item No. 403: (Structure or Structural Component) - Per (Unit Measure). Ref.: 401, 405, 410 403 5/18/95 Page 11 Concrete for Structures 5/18/95 Page 12 Concrete for Structures 409.1 Description ITEM NO. 401 MEMBRANE CURING This item shall consist of curing concrete pavement, concrete base, pavement, curbs, gutters, retards sidewalks, driveways, medians, islands, concrete riprap, cement stabilized riprap, concrete structures an other concrete as indicated by applying an impervious liquid membrane forming material. 1 1 1 409.2 Material The liquid forming membrane curing compound shall comply with the "Standard Specification for Liquid!" Membrane - forming Compounds for Curing Concrete ", ASTM C 309, Type 1 -D dear or translucent, with fugitive dye or Type 2 white pigmented. The material shall have a minimum flash point of 80 F when tested' by the "Pensky -Martin Closed Tester", ASTM D 93. It shall be of such consistency that it can be satisfactorily applied as a fine mist through an atomizing. nozzle by means of approved pressure spraying equipment at atmospheric temperatures above 40 F. II It shall be of such nature that it will not produce permanent discoloration of concrete surfaces nor react deleteriously with the concrete or its components. Type 1 compound shall contain a fugitive dye that will be distinctly visible not less than 4 hours nor more than 7 days after application. Type 2 compound shall not settle out excessively or cake in the container and shall be capable of being' mixed to a uniform consistency by moderate stirring and shall exhibit a daylight reflectance of not Tess 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 satisfactorily 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 track off concrete after 12 hours. It shall adhere to horizontal and vertical surfaces in a tenacious film and shall not run off or show an' appreciable sag, disintegrate, check, peel or crack during the required curing period. Under traffic, the compound shall not pick up or peel and shall gradually disintegrate from the surface. • The compound shall be delivered to the job only in the manufacturer's original containers, which shall be clearly labeled with the manufacturer's name, the trade name of the material and a batch number or symbol with which test samples may be correlated. The water retention test shall be in accordance with the following: Percentage loss shall be defined as the water lost after the application of the curing material was applied. The permissible percentage moisture loss (at the rate of coverage specified herein) shall not exceed the following: 409 12/3/86 Page 1 Membrane Curing 1 409.3 Construction Methods 24 hours after application 72 hours after application 2 percent 4 percent The membrane curing compound shall be applied after the surface finishing has been completed and immediately after the free surface moisture has disappeared. The surface shall be sealed with a single uniform coating of the specified type of curing compound applied at the rate of coverage recommended by the manufacturer and directed by the Engineer, but not less than 1 gallon per 180 square feet of area. The Contractor shall provide satisfactory means and facilities to 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 bridge applications. The sprayers used to apply the membrane to concrete exposed surfaces shall travel at a uniform speed along the forms and be mechanically driven. The equipment shall be of such design that it will insure uniform and even application of the membrane material. The sprayers shall be equipped with satisfactory atomizing nozzles. On small miscellaneous items or on intrium bridge deck curing will the Contractor be permitted to use hand - powered spray equipment. For all spraying equipment, the Contractor shall provide facilities to prevent the loss of the compound between the nozzle and the concrete surface during the spraying operations. At locations where the coating shows discontinuities, pinholes or other defects or if rain falls on the newly coated surface before the film has dried sufficiently to resist damage, an additional coat of the compound shall be applied immediately at the same rate of coverage specified herein. To insure proper coverage, the Engineer shall inspect all treated areas after application of the compound for the period of time 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 determined 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. 409 12/3/86 Page 2 Membrane Curing When temperatures are such as to warrant protection against freezing, curing by this method shall b supplemented with an approved insulating material capable of protecting the concrete for the specifier curing period. If at any time there is reason to believe that this method of curing is unsatisfactory or is detrimental to th work, the Contractor, when notified, shall immediately cease the use of this method and shall change t 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 beef 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 al approved method. 409.4 Measurement and Payment Membrane curing will not be measured for payment. The work and materials prescribed herein will not bell 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 12/3/86 Page 3 Membrane Curing 1 1 1 1 1 1 1 1 1 1 1 1 1 12/3/86 Page 4 Membrane Curing ITEM NO. 410 CONCRETE STRUCTURES 410.1 Description This item shall consist of the construction of all types of structures involving the use of structural concrete,' except where the requirements are waived or revised by other goveming specifications. All concrete stir tructures shall be constructed in accordance with the design requirements and details' indicated, in conformity with the pertinent provisions of the items contracted for, the incidental items referred to and in conformity with the requirements herein. 410.2 Materials (1) Concrete Concrete shall conform to Item No. 403, "Concrete for Structures ". The class of concrete for each type of structure or unit shall be as indicated or by goveming specifications. (2) Expansion Joint Material (a) Preformed Fiber Material Fiber material shall conform to Item No. 408, "Concrete Joint Materials ". 1 (b) Joint Sealing Material Sealants shall conform to Item No. 408, "Concrete Joint Materials ". 1 (c) Asphalt Board Asphalt Board shall conform to Item No. 408, "Concrete Joint Materials ". (d) Rebonded Neoprene Filler 1 Rebonded neoprene filler shall consist of ground closed cell neoprene particles, rebonded and molded into sheets of uniform thickness of the dimensions indicated. 1 Filler material shall have the following physical properties and shall meet the requirements of ASTM D 1752, Type where applicable: ' 410 Rev. 9/30/87 Page 1 Concrete Structures 1 1 1 pertinent, 1 1 1 Property Method Requirements Color Black Density ASTM D 1752 Type 1 40 PCG Minimum Recovery ASTM D 1752 Type 1 90% Minimum Compression ASTM D 1752 Type 1 50 to 500 psi Extrusion ASTM D 1752 Type 1 . 0.25 In. Maximum Tensile strength ASTM D 1752 Type 1 20 psi Minimum Elongation 75% Minimum 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (3) (4) Curing Materials Curing materials shall conform to Item No. 409, "Membrane Curing ", except curing of bridge decks and the top of direct traffic culverts shall be cured with Type I (Resin Base) curing compound only. (5) The manufacturer shall furnish the Engineer with certified test results as to the compliance with the above requirements and a 12 inch x 12 inch x 1 inch sample from the shipment for approval. Waterstop Unless otherwise indicated, copper waterstop shall be 16 ounce material conforming to Item No. 720, "Metal for Structures ". Rubber waterstops or Polyvinyl Chloride (PVC) waterstops shall conform to Item No. 438, "Elastomeric Materials ". Admixtures 0 Retarding, water reducing and air entraining agents shall comply with Item No. 405, "Concrete Admixtures ". (6) City of Austin Survey Monuments The Transportation and Public Services Department shall fumish permanent survey monuments to be cast in concrete as indicated or as directed by the Engineer. 410 Rev. 9/30/87 Page 2 Concrete Structures 410.3 General Requirements Before starting work, the Contractor shall inform the Engineer fully of the construction methods he proposes to use, the adequacy of which shall be subject to the review by the Engineer. Plans for forms and falsework for piers and superstructure spans over 20 feet long and for all widening details shall be submitted to the Engineer for review, if requested. Similar plans shall be submitted for other units of the structure, if requested by the Engineer. The plans shall be prepared on standard 22 inch by 36 inch sheets' and shall show all essential details of the proposed forms, falsework and bracing to permit a structural analysis. Four sets of such plans will be required. - • - Concurrence on the part of the Engineer in any proposed construction methods, approval of equipment or' of form and falsework plans does not relieve the Contractor of the responsibility for the safety or correctness of his methods and adequacy of his equipment or from carrying out the work in full accordance' with the contract. Unless otherwise indicated, the requirements in the succeeding paragraphs shall govem the time' sequence in which Construction operations may be caned on and for the opening of completed structures to traffic: 410.4 Drains Superstructure members, forms, falsework or erection equipment shall not be placed on the' substructure before the concrete therein has attained a 500 psi flexural strength. Storage of materials on completed portions of a structure will not be permitted until all curing' requirements for those particular portions have been met. No forms shall be erected on concrete footings supported by piling or drilled shafts until the 1 concrete therein has attained a minimum flexural strength of 400 psi. Such work may begin on spread footings after the therein has aged at least 2 curing days. Concrete may be placed as soon as the forms and reinforcing steel are approved. The support of tie beam and /or forms by falsework placed on previously placed tie beams is permissible provided such beams have attained 500 psi flexural strength, curing requirements are' completed and the beams are properly supported to eliminate stresses not provided for in the design. - Bridges and direct traffic culverts shall not be opened to construction traffic or to the traveling' public until authorized by the Engineer in accordance with the following: Authorization may be given after the last slab concrete has been in place at least 14 days for light' construction traffic not to exceed a'/. ton vehicle. Authorization to place embankments to allow normal construction traffic and when necessary to' the traveling public, may be given after the last slab concrete has been in place 30 days or when the minimum compressive strength (fc) has reached the 28 day strength conforming to Item No. 403, "Concrete for Structures" or as indicated. Weep holes and roadway drains shall be installed and constructed as indicated. 410 Rev. 9/30/87 Page 3 Concrete Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 410.5 Expansion Joints Joints and devices to provide for expansion and contraction shall be constructed where and as indicated. The bearing area under the expansion ends of concrete slabs and slab and girder spans shall be given a steel trowel finish and finished to the exact grades required. The material used to separate expansion surfaces shall be as indicated and placed so that concrete or mortar cannot be subsequently worked around or under it. Concrete adjacent to armor joints and finger joints shall be placed carefully to avoid defective anchorage and porous or honeycombed concrete in such areas. All open joints and joints to be filled with expansion joint material shall be constructed using forms adaptable to loosening or early removal. To avoid expansion or contraction damage to the adjacent concrete, these forms shall be loosened as soon as possible after final concrete set to permit free movement of the span without requiring full form removal. Preformed fiber joint material or other material indicated shall be used in the vertical joints of the roadway slab, curb, median or sidewalk. The top 1 inch thereof shall be filled with joint sealing material, as specified herein. When different material is indicated it shall be used. Prior to placing the sealing material, the vertical faces of the joint shall be cleaned of all laitance by sandblasting or by mechanical routing. Cracked or spelled edges shall be repaired. The joint shall be blown clean of all foreign material and sealed. Where preformed fiber joint material is used, it shall be anchored to the concrete on one side of the joint by light wire or nails to prevent the material from falling out. Finished joints shall conform to the plan details with the concrete sections completely separated by the specified opening or joint material. Soon after form removal and again where necessary after surface finishing, all projecting concrete shall be removed along exposed edges to secure full effectiveness of the expansion joints. 410.6 Construction Joints The joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set shall be deemed a construction joint. The term monolithic placement shall be interpreted to mean that the manner and sequence of concrete placing shall not create construction joints. Construction joints shall be of the type and at the locations indicated. Additional joints will not be permitted without written authorization from the Engineer and when authorized, shall have details equivalent to those indicated for joints in similar locations. Unless otherwise provided, construction joints shall be square and normal to the forms. Bulkheads shall be provided in the forms for all joints, except when horizontal. All vertical construction joints shall be chamfered. All horizontal construction joints shall be routed or grooved. Construction joints requiring the use of joint sealing material shall be as indicated or as directed by the Engineer. The material will be indicated on the plans without reference to joint type. 410 Rev. 9/30/87 Page 4 Concrete Structures A concrete placement terminating at a horizontal construction joint shall have the top surface roughened thoroughly as soon as practicable after initial set is attained. The surfaces at bulkheads shall be roughened, as soon as the forms are removed. The hardened concrete surface shall be thoroughly cleaned of all loose material, laitance, dirt or foreign) matter and saturated with water so it is moist when placing fresh concrete against it. Forms shall be drawn tight against the existing concrete and the joint surface flushed with grout just prior to placing the fresh concrete. 410.7 Foundation Excavation for foundations shall conform to Item No. 401, "Structural Excavation and Backflll ". Concrete for foundation seals, unless otherwise indicated, shall be Class E Concrete and placed in 1 accordance with the requirements herein. The top of the completed seal shall not vary from plan grade or the grade established by the Engineer. 1 Where a concrete seal is indicated, the design will be based on the normal water elevation as indicated. If the foundation concrete can be placed in the dry at the time of construction, the seal will not be required. If additional seal is necessary for the conditions existing during the time of construction, its thickness shall be increased as deemed necessary by the Contractor and at his expense. If the conditions existing at the time of construction require a seal for placing the foundation concrete in the dry and none is indicated, the, Contractor shall place an adequate seal at his expense. The seal shall be allowed to set for at least 36 hours before the caisson or cofferdam is dewatered, after 1 which the top of the seal shall be cleaned of all laitance or other soft material and all high spots exceeding the above limitation shall be cut off and removed. 410.8 Falsework 1 1 The Contractor is totally responsible for all falsework. He shall design and construct to safely carry the 1 maximum anticipated loads and to provide the necessary rigidity. Details of falsework construction shall be subject to review by the Engineer, but Engineer's review shall in no way relieve the Contractor of responsibility of the adequacy and safety of the falsework design. All timber used in falsework centering shall be sound, in good condition and free from defects which will impair its strength. When wedges are used to adjust falsework to desired elevations, they shall be used in 1 pairs to insure even bearing. Sills or grillages shall be large enough to support the superimposed load without settlement and unless founded on solid rock, shale or other hard materials, precautions shall be taken to prevent yielding of the 1 supporting material. Falsework which cannot be founded on a satisfactory spread footing shall be placed on piling driven to a' bearing capacity sufficient to support the superimposed load without settlement. The safe bearing capacity of piling shall be determined by test loads or by such other methods that may be required or acceptable to • the Engineer. 410 Rev. 9/30/87 Page 5 Concrete Structures 1 1 1 1 In general, each falsework bent shall be capped transversely by a member of proper size. A short cap ' section forming a T -head may be substituted to permit the removal of portions of the forms without disturbing the falsework. Caps shall be securely fastened to each pile or column in the bent and set at the proper elevation to produce, in conjunction with the use of approved wedges or jacks, permanent camber ' indicated, plus a construction camber covering allowance for deformation of the forms and falsework. The use of wedges to compensate for incorrectly cut bearing surfaces will not be permitted. Each falsework bent shall be securely braced to provide the stiffness required' with the bracing securely fastened to each ' pile or column it crosses. In setting falsework for arches, allowances shall be made for settlement of falsework, deflection of the arch ' and permanent camber. Provision shall be made by suitable wedges, sand jacks or other acceptable devices for the controlled lowering of falsework when the arch is swung. Falsework may be required to be placed on jacks to provide for settlement correction during concrete placement. When the falsework is no longer required, it shall be removed. Falsework piling shall be pulled or cut off not less than 6 inches below finished ground level. Falsework and piling in a stream, lake or bay shall be completely removed to a point specified by the Engineer to prevent any obstruction to the waterway. 410.9 Forms 1 Forms for precast prestressed concrete members and for prestressed piling shall be constructed conforming to Item No. 425, "Prestressed Concrete Structures ". 1 (1) General 1 Except where otherwise indicated, forms may be of either timber or metal. Forms for round columns exposed to view shall be of steel, except that other materials will be allowed with written permission of the Engineer. Forming plans shall be submitted for approval. Forms shall be designed for the pressure exerted by a liquid weighing 150 pounds per cubic foot. The rate of placing the concrete shall be taken into consideration in determining the depth of the equivalent liquid. For job fabricated forms an additional live load of 50 pounds per square foot shall be allowed on horizontal surfaces. The maximum unit stresses shall not exceed 125 percent of the allowable stresses used by the Owner for the design of structures. • Commercially produced structural units used in form work shall not exceed the manufacturer's ' maximum allowable working load for moment, shear or end reaction. The ;maximum working load shall include a live load of 35 pounds per square foot of horizontal form surface and sufficient details and data shall be submitted for use in checking form work details for approval. 1 Forms shall be practically mortar- tight, rigidly braced and strong enough to prevent bulging between supports and maintained to the proper line and grade during concrete placement. Forms 1 shall be maintained in a manner that will prevent warping and shrinkage. Deflections due to cast -in -place slab concrete and railing shown in the dead load deflection 1 diagram shall be taken into account in the setting of slab forms. All forms and footing areas shall be cleaned of any extraneous matter before placing concrete. 410 Rev. 9/30/87 Page 6 Concrete Structures 1 Permission to place concrete will not be given until all of such work is complete to the satisfaction' of the Engineer. If, at any stage of the work, the forms show signs of bulging or sagging, the portion of th concrete causing such condition shall be removed immediately, if necessary and the forms shal be reset and securely braced against further movement. (2) Timber Forms 1 1 Lumber for forms shall be properly seasoned, of good quality and free from imperfections which would affect its strength or impair the finished surface of the concrete. The lumber used for facing or sheathing shall be finished on at least 1 side and 2 edges and shall be sized to uniform thickness. Form lining will be required for all formed surfaces, except for the inside of culvert barrels, inlets,' manholes and box girders, the bottom of bridge decks between beams or girders, surfaces that are subsequently covered by backfill material or are completely enclosed and any surface formed' by a single finished board. Lining will not be required when plywood forms are used. Form lining shall be of an approved type such as masonite or plywood. Thin membrane sheeting' such as polyethylene sheets shall not be used for form lining. Forms May be constructed of plywood not less than % inch in thickness, with no form lining required. The grain of the face plies on plywood forms shall be placed parallel to the span' between the supporting studs or joists. - Plywood used for forming surfaces which remain exposed shall be equal to that specified as B-B Plyform Class I or Class II Exterior of the U.S. Department of Commerce, National Bureau of Standards, U.S. Product Standard, latest edition. Forms or form lumber to be reused shall be maintained clean and in good condition. Any lumber' which is split, warped, bulged, marred or has defects that will produce inferior work shall not be used and if condemned, shall be promptly removed from the work. Studs and joists shall be spaced so that the facing form material remains in true alignment under the imposed loads. Wales shall be spaced close enough to hold forms securely to the designated lines and scabbed at least 4 feet on each side of joints to provide continuity. A row of wales shall be placed near the bottom of each placement. Facing material shall be placed with parallel and square joints and securely fastened to supporting studs. 1 1 Forms for surfaces receiving only an ordinary finish and exposed to view shall be placed with the form panels symmetrical, i.e., long dimensions set in the same direction. Horizontal joints shall be' continuous. Molding specified for chamfer strips or other uses shall be made of materials of a grade that will split when nailed and which an be maintained to a true line without warping. Wood molding shall be mill cut and dressed on all faces. Unless otherwise indicated, forms shall be filleted at all sharp corners and edges with triangular chamfer strips measuring' inch on the sides. 410 Rev. 9/30/87 Page 7 Concrete Structures 1 (3) Forms for railings and ornamental work shall be constructed to standards equivalent to first class millwork. All moldings, panel work and bevel strips shall be straight and true with neatly mitered joints designed so the finish work is true, sharp and clean cut. All forms shall be constructed to permit their removal without marring or damaging the concrete. The forms may be given a slight draft to permit ease of removal. Metal form ties of an approved type or a satisfactory substitute shall be used to hold forms in place and shall be of a type that permits ease of removal of the metal as hereinafter specified. All metal appliances used inside of forms for alignment purposes shall be removed to a depth of at least 'A inch from the concrete surface. They shall be made so the metal may be removed without undue chipping or spelling and when removed, shall leave a smooth opening in the concrete surface. Buming off of rods, bolts or ties will not be permitted. Any wire ties used shall be cut back at least IA inch from the face of the concrete and properly patched. Devices holding metal ties in place shall be capable of developing the strength of the tie and adjustable to allow for proper alignment. Metal and wooden spreaders which are separate from the forms shall be removed entirely as the concrete is being placed. Adequate clean -out openings shall be provided for narrow walls and other locations where access to the bottom of the forms is not readily attainable. Prior to placing concrete, the facing of all forms shall be treated with oil or other bond breaking coating of such composition that it will not discolor or otherwise injuriously affect the concrete surface. Care shall be exercised to prevent coating of the reinforcing steel. Metal Forms (4) Form Supports for Overhang Slabs The foregoing requirements for timber forms as regards design, mortar - tightness, filleted corners, beveled projections, bracing, alignment, removal, reuse and wetting shall also apply to metal forms, except that these will not require lining, unless specifically indicated. The thickness of form metal shall be as required to maintain the true shape without warping or bulging. All bolt and rivet heads on the facing sides shall be countersunk. Clamps, pins or other connecting devices shall be designed to hold the forms rigidly together and to allow removal without injury to the concrete. Metal forms which do not present a smooth surface or line up properly shall not be used. Metal, shall be kept free from rust, grease or other foreign materials. Form supports which transmit a horizontal force to a steel girder or beam or to a prestressed concrete beam will be permitted, but shall not be used unless a structural analysis has been made of the affect on the girder or beam and approval is granted by the Engineer. 410 Rev. 9/30/87 Page 8 Concrete Structures 1 3 1 When overhang brackets are used on prestressed concrete beams, the following shall apply: (a) In normal spans or in spans skewed not more than 15 degrees, overhang brackets may be used to support standard slab overhangs of widths not exceeding 3 feet, 11/4 inches witho additional support or bracing, when Type A, B, C and Type IV beams are used. When the 1 degree skew angle is exceeded, additional support shall be provided by welding No. - reinforcing bars to the stirrups of the exterior beam and adjacent interior beam. Such ba shall be approximately 11/4 inches above the bottom of the slab and spaced not more than feet, center to center. (b) In - normal or skewed spans with standard overhangs not exceeding 3 feet, 1'/ inches' additional support shall be provided using No. 5 bars as specified above and in addition, braces or struts, equivalent in size to a 4 inch x 4 inch timber, shall be wedged between the bottom flanges of the exterior and adjacent interior beam and spaced not more than 15 fee between struts or struts and permanent diapfams, when SDHPT Size 48 inch through 72 inc beams are used. (c) Spans in which the overhang width exceeds 3 feet, 11/4 inches will require additional support. for the outside beams to resist torsion. Details of the Contractor's proposed method of providing additional support shall be included with the slab forming plans submitted to the' Engineer for review and approval. (d) To counteract torsion effects, diaphragm concrete shall be placed and cured and the diaphragm bars tightened prior to slab placing. Holes in steel members for support of overhang brackets may be punched or drilled full size or may be torch cut to ''A inch under size and reamed full size. In no case shall the holes be burned full size. The hole shall be left open unless indicated to be filled with a button head bolt. They shall never be filled by welding. 1 410.10 Placing Reinforcement Reinforcement in concrete structures shall be placed carefully and accurately and rigidly supported as provided in Item No. 406, "Reinforcing Steel". Reinforcing steel supports shall not be welded to I - beams or girders or stirrups of prestressed concrete beams. 410.11 Placing Concrete, General The minimum temperature of all concrete at the time of placement shall not be less than 50 F. The maximum temperature of any concrete, unless otherwise indicated, shall not exceed 95 F when placed. The maximum temperature of cast -in -place concrete in bridge superstructures, diaframs, parapets,' concrete portions of railing, curbs and sidewalks and direct traffic box culverts shall not exceed 85 F when placed. Other portions of structures, when indicated, shall require the temperature control specified. For continuous placement of the deck on continuous steel units, the initial set of the concrete shall be retarded sufficiently to insure that it remains plastic in not less than 3 spans immediately preceding the one being placed. For simple spans, retardation shall be required only if necessary to complete finishing, operations. 410 Rev. 9/30/87 Page 9 1 1 1 Concrete Structures 1 Air or Concrete Temperature whichever is higher Maximum Time Nonagitated Concrete 35 F to 79 F 30 minutes Over 80 F 15 minutes Agitated Concrete 90 F or above 45 minutes 75 F to 89 F 60 minutes 35 F to 74 F 90 minutes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The consistency of the concrete as placed should allow the completion of all finishing operations without the addition of water to the surface. When conditions are such that additional moisture is needed for finishing, the required water shall be applied to the surface by fog spray only and shall be held to a minimum amount. Fog spray for this purpose may be applied with hand operated fogging equipment. The height of free fall of concrete shall be limited to 3 - 4 feet to prevent segregation. The maximum time interval between the addition of cement to the batch and the placing of concrete in the forms shall not exceed the following: The use of an approved retarding agent in the concrete will permit the extension of each of the above temperature - time maximums by 30 minutes for bridge decks, top slabs of direct traffic culverts and cased drilled shafts and 1 hour for all other concrete except that the maximum time shall not exceed 30 minutes for nonagitated concrete. From the time of initial strikeoff until final finish is completed and required interim curing is in place, the unformed surfaces of slab concrete in bridge decks and top slab of direct traffic culverts and concrete slabs, shall be kept damp, not wet, to offset the effects of rapid evaporation of mixing water from the concrete due to wind, temperature, low humidity or combinations thereof. Fogging equipment capable of applying water in the form of a fine fog mist, not a spray, will be required. Fogging will be applied at the times and in the manner directed by the Engineer. Fogging equipment may be either water pumped under high pressure or a combination of air and water, either system in combination with a proper atomizing nozzle. The equipment shall be sufficiently portable for use in the direction of any prevailing winds. The equipment shall be adapted for intermittent use to prevent excessive wetting of the surfaces. 410 Rev. 9/30/87 Page 10 Concrete Structures Upon completion of the final finish, interim curing will be required for slab concrete in bridge decks and tou slabs of direct traffic culverts as follows: Concrete placement will not be permitted when impending weather conditions will impair the quality of the finished work. If rainfall should occur after placing operations are started, the Contractor shall provide ample covering to protect the work If conditions of wind, humidity and temperature are such that concrete' cannot be placed without cracking, concrete placement shall be done in the early morning or at night. 1 (1) Required water curing shall begin as soon as it can be done without damaging the concrete finish. (2) Unless otherwise indicated, Type 1 membrane curing compound (Resin Base Only) shall be' applied to the slab surface. The Contractor shall give the Engineer sufficient advance notice before placing concrete in any unit of the, structure to permit the review of forms, reinforcing steel placement and other preparations. Concrete shall not be placed in_any unit prior to the completion of form work and placement of reinforcement therein. Concrete mixing, placing and finishing shall be done in daylight hours, unless adequate provisions are made to Tight the entire placement site. • The sequence for placing concrete shall be as indicated or as required herein. The placing shall be' regulated so the pressures caused by the plastic concrete shall not exceed the Toads used in the form design. The method of handling, placing and consolidation of concrete shall minimize segregation and displacement of the reinforcement and produce a uniformly dense and compact mass. Concrete shall not have a free fall of more than 4 feet, except in the case of thin wall sections. Any hardened concrete spatter' ahead of the plastic concrete shall be removed. The method and equipment used to transport concrete to the forms shall be capable of maintaining the • rate of placement. Concrete may be transported by buckets, chutes, buggies, belt conveyers, pumps or • other acceptable methods. When belt conveyers or pumps are used, sampling for testing will be done at the discharge end. Concrete 1 transported by conveyers shall be protected from sun and wind, if necessary, to prevent loss of slump and workability. Pipes through which concrete is pumped shall be shaded and /or wrapped with wet burlap, if necessary, to prevent loss of slump and workability. Concrete shall not be transported through aluminum' pipes, tubes or other aluminum equipment. The coarse aggregate content of the concrete shall be within the limits specified in Item No. 403, "Concrete for Structures ". Chutes, troughs, conveyers or pipes shall be arranged and used so that the concrete ingredients will not be separated. When steep slopes are necessary, the chutes shall be equipped with baffle boards or made in short lengths that reverse the direction of movement or the chute ends shall terminate in vertical down -' spouts. Open troughs and chutes shall extend, if necessary, down inside the forms or through holes left in them. All transporting equipment shall be kept clean and free from hardened concrete coatings. Water used for cleaning shall be discharged clear of the concrete. Each part of the forms shall be filled by depositing concrete as near its final position as possible. The coarse aggregate shall be worked back from the face and the concrete forced under and around the reinforcement bars without displacing them. Depositing large quantities at one point and running or working it along the forms will not be allowed. 410 Rev. 9/30/87 Page 11 Concrete Structures 1 1 1 Concrete shall be deposited in the forms in layers of suitable depth but not more than 36 inches in thickness, unless otherwise directed by the Engineer. The sequence of successive layers or adjacent portions of concrete shall be such that they can be vibrated into a homogeneous mass with the previously placed concrete without a cold joint. Not more than 1 hour shall elapse between adjacent or. successive placements of concrete. Unauthorized construction joints shall be avoided by placing all concrete between the authorized joints in one continuous operation. An approved retarding agent shall be used to control stress cracks and/or authorized cold joints in mass placements where differential settlement and /or setting time may induce stress cracking, such as on false work, in deep girder stems, etc. Openings in forms shall be provided, if needed, for the removal of laitance or foreign matter of any kind. All forms shall be wetted thoroughly before the concrete is placed therein. All concrete shall be well consolidated and the mortar flushed to the form surfaces by continuous working with immersion type vibrators. Vibrators which operate by attachment to forms or reinforcement will not be permitted, except on steel forms. At least 1 standby vibrator shall be provided for emergency use in addition to the ones required for placement. For lightweight concrete, vibrators of the high frequency type which produce a minimum of 7000 impulses per minute will be required. The concrete shall be vibrated immediately after deposition. Prior to the beginning of work, a systematic spacing of the points of vibration shall be established to insure complete consolidation and thorough working of the concrete around the reinforcement, embedded fixtures and into the comers and angles of the forms. Immersion type vibrators shall be inserted vertically, at points 18 to 30 inches apart and slowly withdrawn. The vibrator may be inserted in a sloping or horizontal position in shallow slabs. The entire depth of each lift shall be vibrated, allowing the vibrator to penetrate several inches into the preceding lift. Concrete along construction joints shall be thoroughly consolidated by operating the vibrator along and close to but not against the joint surface. The vibration shall continue until thorough consolidation and complete embedment of reinforcement and fixtures is produced, but not long enough to cause segregation. Vibration may be supplemented by hand spading or rodding, if necessary, to insure the flushing of mortar to the surface of all forms. Holes for anchor bolts in piers, abutments, bents or pedestals may be drilled or formed by the insertion of oiled wooden plugs or metal sleeves in the plastic concrete. Formed holes shall be large enough to permit horizontal adjustments of the bolts. The bolts shall be carefully set in mortar. In lieu of the above, anchor bolts may be set to exact locations when the concrete is placed. Slab concrete shall be mixed in a plant located off the structure. Carting or wheeling concrete batches over completed slabs will not be permitted until they have aged at least 4 full curing days or timber planking, placed on top of the slab for the carts to traverse along . Carts shall be equipped with pneumatic tires. Curing operations shall not be interrupted for the purpose of wheeling concrete over finished slabs. Exposed concrete surfaces, while still plastic, shall be stamped with an impression having the Contractor's name, the month and year. The stamp shall be of an approved design. After concrete has taken its initial set, to prevent damage to the concrete at least 1 curing day shall elapse before placing strain on projecting reinforcement. The storing of reinforcing or structural steel on completed roadway slabs generally shall be avoided and when permitted, shall be limited to quantities and distribution that will not induce excessive stresses. 410 Rev. 9/30/87 Page 12 Concrete Structures 410.12 Placing Concrete in Cold Weather (1) General 1 The Contractor is responsible for the protection of concrete placed under any and all weather conditions and is responsible for producing concrete equal in quality to that placed under normal 1 conditions. Should concrete placed under adverse weather conditions prove unsatisfactory, it shall be removed and replaced. (2) Cast - in - Place Concrete Concrete may be placed when the atmospheric temperature is not Tess than 35 F. Concrete shall' not be placed in contact with any material coated with frost or having a temperature less than 32 F. Aggregates shall be free from ice, frost and frozen lumps. When required, in order to produce the minimum specified concrete temperature, the aggregate and /or the water shall be heated uniformly, in accordance with the following: The water temperature shall not exceed 180 F and /or the aggregate temperature shall not exceed 150 F. The heating apparatus shall the mass of aggregate uniformly. The temperature of the' mixture of aggregates and water shall be between 50 F and 85 F before introduction of the cement. All concrete shall be effectively protected as follows: 1 (a) The temperature of slab concrete of all unformed surfaces shall be maintained at 50 F or above for a period of 72 hours from time of placement and above 40 F for an additional 72 hours. (b) The temperature at the surface of all concrete in bents, piers, culvert walls, retaining walls,' parapets, wingwalls, bottom of slabs and other similar forms shall be maintained at 40 F or above for a period of 72 hours from time of placement. , (c) The temperature of all concrete, including the bottom slabs of culverts placed on or in the ground, shall be maintained above 32 F for a period of 72 hours from time of placement. Protection shall consist of providing additional covering, insulated forms or other means and if necessary, supplementing such covering with artificial heating. Curing shall be provided during this period until all requirements for curing have been satisfied. When impending weather conditions indicate the possibility of the need for such temperature protection, all necessary heating and covering material shall be on hand ready for use before' permission is granted to begin placement. Sufficient extra test specimens will be made and cured with the placement to ascertain the condition of the concrete as placed prior to form removal and acceptance. 410 Rev. 9/30/87 Page 13 Concrete Structures 1 1 1 1 1 1 1 1 (3) Precast Concrete A fabricating plant for precast products which has adequate protection from cold weather in the form of permanent or portable framework and covering, which protects the concrete when placed the forms and is equipped with approved steam curing facilities may place concrete under any low temperature conditions provided: (a) The framework and covering are placed and heat is provided for the concrete and the forms within 1 hour after the concrete is placed. This shall not be construed to be 1 hour after the last concrete is placed, but that no concrete shall remain unprotected longer than 1 hour. (b) Steam heat shall keep the air surrounding the concrete between 50 F and 85 F for a minimum of 3 hours prior to beginning the temperature rise which is required for steam curing. 410.13 Placing Concrete in Hot Weather When the temperature of the air is above 85 F, an approved retarding agent will be required in all exposed concrete, concrete used in superstructures, top slabs of direct traffic culverts and all cased drilled shafts regardless of temperatures. The maximum temperature of all concrete, unless otherwise indicated shall not exceed 95 F. 410.14 Placing Concrete in Water Concrete shall be deposited in water only when indicated or with written permission of the Engineer. The forms, cofferdams or caissons shall be sufficiently tight to prevent any water current passing through the space in which the concrete is being deposited. Pumping will not be permitted during the concrete placing nor until it has set for at least 36 hours. The concrete shall be placed with a tremie, closed bottom -dump bucket or other approved method and shall not be permitted to fall freely through the water nor shall it be disturbed after it has been placed. Its surface shall be kept approximately level during placement. The tremie shall consist of a water -tight tube 14 inches or less in diameter. It shall be constructed so that the bottom can be sealed and opened after it is in place and fully charged with concrete. It shall be supported so that it can be easily moved horizontally to cover all the work area and vertically to control the concrete flow. Bottom -dump buckets used for underwater placing shall have a capacity of not Tess than 1 /2 cubic yard. It shall be lowered gradually and carefully until it rests upon the concrete already placed and raised very slowly during the upward travel; the intent being to maintain still water at the point of discharge and to avoid agitating the mixture. The placing operations shall be continuous until the work is complete. Unless otherwise indicated, all concrete placed under water shall be Class E. 410 Rev. 9/30/87 Page 14 Concrete Structures 1 410.15 Placing Concrete in Superstructure Unless otherwise indicated, simple span roadway slabs shall be placed without transverse construction joints by using a longitudinal screed or a self propelled transverse finishing machine. The screed shall be adequately supported on a header or rail system sufficiently stable to withstand the longitudinal or lateral thrust of the equipment. Unless otherwise indicated, temporary intermediate headers will be permitted for placements exceeding 50 feet in length for the longitudinal screed, provided the rate of placement is rapid' enough to prevent a cold joint and these headers are designed for early removal to permit satisfactory consolidation and finish of the concrete at their locations. 1 Unless otherwise indicated, slabs on continuous units shall be placed in one continuous operation without' transverse construction joints using a longitudinal screed or a self propelled transverse finishing machine. Rails for transverse finishing machines supported from the beams or girders shall be installed so they may be removed without damage to the slab. Bond between removable supports and the concrete shall be, prevented in a manner acceptable to the Engineer. Rail support parts which remain embedded in the slab shall not project above the upper mat of reinforcing steel. Rail or screed supports attached to I -beams or girders shall be subject to "General Requirements" stated above. For continuous placement of slabs on steel or prestressed members, continuous slab and girder units or continuous slab spans, the Contractor shall submit his rate of placement schedule. For simple span units, a minimum rate of placement for a particular unit may be indicated. If not so indicated, the Contractor shall satisfy the Engineer that the equipment fumished is capable of placing, finishing and curing the slab at art acceptable rate to insure compliance with the specifications. The profile gradeline may require adjustment, due to variation in beam camber and other factors, to obtain the required cover over the slab reinforcement. Beams shall be set in a sufficient number of spans so that' when adjustment is necessary the profile gradeline can be adjusted over suitable increments so that the revised gradeline will produce a smooth riding surface. - One or more passes shall be made with the screed over the bridge deck segment prior to concrete thereon to insure proper operation and maintenance of grades and clearances. Slab concrete shall be deposited between the exterior beam and the adjacent beam prior to placing 1 concrete in the overhang portion of the slab. For transverse slab finishing, concrete shall be placed in transverse strips, proceeding from the lowest end 1 of the placement. For longitudinal screeding, concrete shall be placed in longitudinal strips starting at a point in the center of the segment adjacent to one side, except as provided herein and the strip completed by placing uniformly in both directions toward the ends except that for spans on a grade of 1.5 percent or more, placing shall start at the lowest end. The width of strips shall be such that the concrete therein will remain plastic until the adjacent strip is placed. Where monolithic curb construction is specified, the concrete shall be placed therein in proper sequence to be monolithic with the adjacent longitudinal strips of the slabs Forms for the bottom surface of concrete slabs, girders and overhangs shall be maintained true to the , required vertical alignment during concrete placing. An approved system of checking shall be used to detect any vertical movement of the forms or falsework. Unless otherwise indicated, girders, slab and' curbs of deck girder spans shall be placed monolithically. 410 Rev. 9130187 Page 15 Concrete Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The girder stems shall be filled first and the slab concrete placed within the time limits specified in "Placing Concrete, General" above. Construction joints when permitted for slab placements on steel and prestressed concrete beams shall be as indicated. Where plans permit segmental placing, without specifying a particular order of placement, any logical placing sequence which will not result in the overstressing of any of the supporting members will be permitted subject to the approval of the Engineer. Any falsework under steel girder or truss spans shall be released and the spans swung free on their permanent supports before placing any slab concrete thereon. When the curb forms are filled, the top of curb and sidewalk section shall be brought to the correct camber and alignment and finished as described in 'Treatment and Finishing of Horizontal Surfaces Except Roadway Slabs" and "Ordinary Surface Finish ", below. The slab shall be finished as specified in "Finish of Roadway Slabs ", below. When the slab is to receive an additional wearing surface or level -up (widening), it shall be given a reasonable smooth float or screed finish. 410.16 Placing Concrete in Concrete Arches Concrete shall be placed in arch rings so the loading is kept symmetrical on the falsework. The arch rings and ribs shall be placed in one continuous operation unless otherwise indicated or permitted by the Engineer. The spandrel walls or columns and the beams shall not be placed until the arch is swung. Floor slab, railing, parapet walls, etc., shall not be placed until all spandrels are complete. Slab placement shall be symmetrical about the transverse centerline so the loading of the arch is kept approximately symmetrical. The placing sequence shall be as indicated. 410.17 Placing Concrete in Box Culverts In general, construction joints will be permitted only where indicated. I Where the top slab and walls are placed monolithically in culverts more than 4 feet in clear height, an • interval of not Tess than 1 nor more than 2 hours shall elapse before placing the top slab to allow for shrinkage in the concrete wall. 1 The base slab shall be trowel finished accurately at the proper time to provide a smooth uniform surface. Top slabs which carry traffic shall be finished as specified for roadway slabs in "Finish of Roadway Slabs ", - ' below. Top slabs of fill type culverts shall be given a reasonably smooth float finish. 1 410.18 Placing Concrete in Foundations and Substructure Concrete shall not be placed in footings until the depth and character of the foundation has been inspected ' by the Engineer and permission has been given to proceed. Placing of concrete footings upon seal courses will be permitted after the caissons or cofferdams are free from water and the seal course cleaned. Any necessary pumping or bailing during the concrete placement 1 shall be done from a suitable sump located outside the forms. 410 Rev. 9/30/87 Page 16 Concrete Structures 1 All temporary wales or braces inside cofferdams or caissons shall be constructed or adjusted as the work proceeds to prevent unauthorized construction joints in footings or shafts. When footings can be placed in a dry excavation without the use of cofferdams or caissons, forms may be omitted if desired by the Contractor and approved by the Engineer and the entire excavation filled with concrete to the elevation of the top of footing in which case measurement for payment will be based on the footing dimensions indicated. • Concrete in columns shall be placed monolithically unless otherwise indicated. Columns and caps and /or' tie beams supported thereon may be placed in the same operation. To allow for shrinkage of the column concrete, it shall be placed o the lower level of the cap or tie beam and placement delayed for not less, than 1 hour nor more than 2 before proceeding. 410.19 Treatment and Finishing of Horizontal Surfaces Except Roadway Slabs 1 All unformed upper surfaces shall be struck off to grade and finished, The use of mortar topping for surfaces under this classification will not be permitted. After the concrete has been struck off, the surface shall be floated with a suitable float. Bridge sidewalks shall be given a wood float or broom finish or may be striped with a brush as specified by the Engineer. ' The tops of caps and piers between bearing areas shall be sloped slightly from the center toward the edge and the tops of abutments and transition bents sloped from the backwall to the idge, as directed by the Engineer, so that water will drain from the surface and shall be given a smooth trowel finish. When' indicated, the coating of caps and piers shall be done using Type X epoxy material. Unless otherwise indicated, the color shall be concrete gray. Bearing areas for steel units shall be constructed in such a manner to have a full and even bearing upon the concrete When the concrete is placed below grade, bearing areas may be raised to grade on beds of Portland Cement mortar consisting of 1 part cement, 2 parts sand and a minimum amount of water. ' Bearing seat buildups or pedestals for concrete units may be cast integrally with the cap or with a construction joint as follows: The construction joint area under the bearing shall have the surface roughened thoroughly as soon as practical after initial set is obtained. The bearing seat buildups shall be placed using a latex based grout or an epoxy grout, mixed in accordance with the manufacturer's recommendation. Pedestals shall be placed using Class C concrete, reinfdreed as indicated. Bearing areas under elastomeric pads shall be given a slightly textured wood float finish. 1 410.20 Finish of Roadway Slabs In all roadway slab finishing operations, camber for specified vertical curvature and transverse slopes shall be provided. For concrete slab or concrete girder spans cast in place on falsework, an additional amount of camber shall be provided to offset the initial and final deflections of the span. The additional amount of camber shall be determined from the dead Toad deflection diagram indicated. When dead load deflection is not indicated, the additional amount of camber shall be 1/8 inch per 10 foot of span length but not to exceed '/z inch. For pan girder spans the additional camber for initial and final deflections shall be approximately 'A inch for 30 foot spans and V. inch for 40 foot spans. 410 Rev. 9/30/87 Page 17 Concrete Structures 1 1 I dway slabs supported on prestressed concrete beams, steel beams or girders shall receive no tional camber, except that for slabs without vertical curvature, the longitudinal camber shall be oximately % inch. ork bridges or other suitable facilities shall be provided from which to perform all finishing operations and I k measurements for slab thickness and reinforcement cover. soon as the concrete has been placed and vibrated in a section of sufficient width to permit working, the lace shall be struck off, leveled and screeded, can a slight excess of concrete ahead of the screed sure filling of all low spots. The screed shall be designed rigid enough to hold true to shape and shall roe sufficient adjustments to provide for the required camber. A vibrating screed shall be used in all slabs le than 20 feet in width. A vibrating screed may be used if heavy enough to prevent undue distortion. MI screeds shall be provided with a metal edge. h itudinal screeds shall be moved across the concrete with a sawlike motion while their ends rest on ers or templates set true to the roadway grade or on the adjacent finished slab. surface of the concrete shall be screed a sufficient number of times and at such intervals to produce a � surface, true to grade and free of voids. If necessary, the screed surface shall be worked to a tooth finish with a long handled wood or metal float of the proper size or hand floated from bridges over lab. e Contractor shall perform sufficient checks with a long handled 10 foot straightedge on the plastic ete to insure that the final surface will be within the tolerances specified below. The check shall be e with the straightedge parallel to and perpendicular to the centerline. Each pass thereof shall lap half e preceding pass. All high spots shall be removed and all depressions over 1/16 inch in depth shall be I with fresh concrete and floated. The checking and floating shall be continued until the surface is true ade and free of depressions, high spots, voids or rough spots. iil support holes shall be filled with concrete and finished to match the top of the'slab. t om finish shall be applied with longitudinal screeding. A broom or burlap drag finish shall be applied h transverse screeding. !Ls otherwise indicated, the burlap drag shall consist of 4 or more layers of 10 ounce burlap fabric, free seams, dirt or hardened concrete; it shall be kept wet when in use and it shall be drawn over the surface /b many passes as required to produce the desired texture depth. Broom finishes shall be applied with ristled brooms. The Contractor shall have on hand at all times brooms for the purpose of providing desired texture depth when surface conditions are such that the burlap drag will not provide it. '1 completion of the floating and /or straightedging and before the disappearance of the moisture sheen, a surface shall be given a broom or burlap drag finish. The grooves of these finishes shall be parallel to tructure centerline. It is the intent that the average texture depth resulting from the number of tests lilted by the Engineer be not less than 0.035 inch with a minimum texture depth of 0.030 inch for any e test when tested in accordance with SDI-IPT Test Method Tex- 436 Should the texture depth fall that - intended, the finishing procedures shall be revised to produce the desired texture. e option of the Contractor or when indicated, the surface shall be given its final texture by saw n il to meet the above requirements. Saw grooving may be done a minimum of 4 days after the slab rete has been placed. If saw grooving is done prior to the completion of curing, the curing shall be n inued after sawing to provide the minimum curing time required. 1 Rev. 9/30/87 Page 18 Concrete Structures Exceptions to 4 Day Curing Description Required Curing Upper Surfaces of Bridge Slabs and Top Slabs of Direct Traffic Culverts 8 curing days (Type I or III cement). 10 curing days (Type II cement) Concrete Piling (nonprestressed) 6 curing days - When the plans require that a concrete overlay be placed on the slab (new construction) or on prestressed concrete box beams, the slab or top surface of shear key and diafram concrete shall be given a metal tin' finish of approximately 0.050 inch. When the plans indicate an asphaltic tack coat and overlay be placed on the slab (new construction) or o prestressed concrete box beams, the slab or the top surface of shear key and diafram concrete shall b given a lightly textured broom finish, similar to a sidewalk finish having an average texture depth o approximately 0.025 inch. After the concrete has attained its final set, the roadway surface shall be tested with a standard 10 foot' straightedge. The straightedge shall be placed parallel to and perpendicular to the centerline of roadway to bridge any depressions and touch high spots. Ordinates of irregularities measured from the face of the' straightedge to the surface of the slab shall not _exceed 1/8 inch, making proper allowances for camber, vertical and surface texture. Occasional variations, not exceeding 3/16 inch will be acceptable, if in the opinion of the Engineer it will not affect the riding qualities. Irregularities exceeding the above requirements shall be corrected. Areas which are corrected to produce satisfactory riding qualities shall be provided with an acceptable surface texture in a manner approved by the Engineer. . 410.21 Placing Survey Monuments The Contractor shall obtain City Survey Monuments, for a fee of 10 dollars, from the Transportation and Public Services Department, Construction inspection Division. Monuments shall be embedded in freshly, poured concrete at locations indicated and accessible to survey equipment at the completion of the project. The monuments shall be installed flush with the adjacent concrete in a workman like manner. 410.22 Curing Concrete The Contractor shall inform the Engineer fully of the methods and procedures proposed for curing, shall provide the proper equipment and material in adequate amounts and shall have the proposed method, equipment and material approved prior to placing concrete. Inadequate curing and /or facilities therefor shall be cause for the Engineer to notify the Contractor, in writing, that the work is unsatisfactory and the concrete will have to be removed and replaced. All concrete shall be cured for a period of 4 curing days except as noted herein. 410 Rev. 9/30/87 Page 19 1 1 1 1 1 Concrete Structures 1 t When the air temperature is expected to drop below 35 F, the water curing mats shall be covered with polyethylene sheeting, burlap- polyethylene blankets or other material to provide the protection required by "Placing Concrete in Cold Weather", below. A curing day is defined as a calendar day when the temperature, taken in the shade away from artificial heat, is above 50 F for at least 19 hours (or colder days if satisfactory provisions are made to maintain the temperature at all surfaces of the concrete above 40 F for the entire 24 hours). The required curing period shall begin when all concrete therein has attained its initial set. The following methods are permitted for curing concrete subject to the restrictions of Table 1, below and the following requirements for each method of curing. (1) Form Curing When forms are left in contact with the concrete, other curing methods will not be required except for cold weather protection. When forms are striped before the 4 day minimum curing time has elapsed, curing shall continue by an approved method. (2) Water Curing All exposed surfaces of the concrete shall be kept wet continuously for the required curing time. The water used for curing shall meet the requirements for concrete mixing water as indicated in Item No. 403, "Concrete for Structures ". Sea water will not be permitted. Water which stains or leaves an unsightly residue shall not be used. (a) Wet Mat Polyethylene sheeting or burlap - polyethylene blankets placed in direct contact with the slab will be required when the air temperature is expected to drop below 40 F during the first 72 hours of the curing period. Wet mats placed in direct contact with the slab will be required when the air temperature is expected to remain above 40 F for the first 72 hours of the curing period. Damp burlap blankets made from 9 ounce stock may be placed on the damp concrete surface for temporary protection prior to the application of the cotton mats which may be placed dry and wetted down after placement. The mats shall be weighted down adequately to provide continuous contact with all concrete surfaces where possible. The surfaces of the concrete shall be kept wet for the required curing time. Surfaces which cannot be cured by contact shall be enclosed with mats, anchored positively to the forms or to the ground, so that outside air cannot enter the enclosure. Sufficient moisture shall be provided inside the enclosure to keep all surfaces of the concrete wet. (b) Water Spray This method shall consist of overlapping sprays or sprinklers that keep all unformed surfaces continuously wet. 410 Rev. 9/30/87 Page 20 Concrete Structures TABLE 1 REQUIRED PERMITTED STRUCTURE UNIT DESCRIPTION Water for Complete Curing Membrane for Interim Curing Water for Complete Curing Membrari for II Complete Curing' , 1. Upper surfaces of Bridge Roadway, Median and Side walk Slabs, Top Slabs of Direct Traffic Culverts. X X (resin base) 2. Top Surface of any Concrete Unit upon which Concrete is to be placed and bonded at a later interval (Stub Walls, Risers, etc.). Other Superstructure Concrete (Curbs, Wingwalls, Parapet Walls, etc.). x *x *x , ' 3. Top Surface of Precast and/or Prestressed Piling. x x 1 4. All Substructure Concrete Culverts, Box Sewers, Inlets, Manholes, Retaining Walls, Riprap. - *x *x ' * Polyethylene Sheeting, Burlap Polyethylene Mats or Laminated Mats in close intimate contact with the' concrete surfaces, will be considered equivalent to water or membrane curing for items under 4. 1 (c) Ponding This method requires the covering of the surfaces with a minimum of 2 inches of clear granular material, kept wet at all times or a minimum of 1 inch depth of water. Satisfactory provisions shall be made to provide a dam to retain the water or saturated sand. (3) Membrane Curing Unless otherwise indicated, either Type 1..D or Type 2 membrane curing compound may be use j where permitted except that Type 1 -D (Resin Base Only) will be permitted for slab concrete i bridge decks and top slabs of direct traffic culverts. 1 1 For substructure concrete, only one Type of curing compound will be permitted on any one structure. Material requirements and construction methods shall conform to Item No. 409, "Membrane Curing ", except as changed herein. The membrane shall be applied in a single, uniform coating at the rate of coverage recommended by the manufacturer and as approved by the Engineer, but not less than 1 gallon per 180 square feet of area. Tests for acceptance shall be at this specified rate. 410 Rev. 9/30/87 Page 21 Concrete Structures' 1 Membrane curing shall not be applied to dry surfaces, but shall be applied just after free moisture has disappeared. Formed surfaces and surfaces which have given a first rub shall be dampened and shall be moist at the time of application of the membrane. When membrane is used for complete curing, the film shall remain unbroken for the minimum curing period specified. Membrane which is damaged shall be corrected immediately by reapplication of membrane. Unless otherwise indicated, the choice of membrane type shall be at the option of the Contractor, except that the Engineer may require the same curing method for like portions of a single structure. 410.23 Removal of Forms and Falsework Except as herein provided, forms for vertical surfaces may be removed when the concrete has aged not less than 1 day when Type I or Type II cement is used and not less than 1/2 day when Type III cement is used, provided it can be done without damage to the concrete. Forms for inside curb faces may be removed in approximately 3 hours provided it can be done without damage to the curb. Weight supporting forms and falsework for structures, bridge components and culvert slabs shall remain in place a minimum of 4 curing days after which they may be removed if the concrete has attained a flexural strength of 500 psi as evidenced by strength tests using specimens made from the same concrete and cured under the same conditions as the portion of the structure involved. Forms for other structural components may be removed as specified by the Engineer. Inside forms (walls and top slabs) for inlets, box culverts and sewers may be, removed after the concrete has aged not less than 3 days and has acquired a flexural strength of not less than 300 psi, provided an overhead support system, approved by the Engineer, is used to transfer the weight of the top slab to the walls of the box culvert or sewer before the support provided by the forms is removed. If all test beams made for the purpose of form removal have been broken without attaining the required strength, forms shall remain in place for a total of 14 curing days. Formwork supporting weight of concrete, such as beam soffits, joints and other structural elements, may not be removed in less than 14 days and until concrete has attained design minimum compressive strength at 28 days. Determine potential compressive strength of in place concrete by testing field cured specimens representative of concrete location of members. The above provisions relative to form removal shall apply only to forms or parts thereof which are constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. Backfilling against walls of Type I or Type II cement shall not take place for a minimum of 7 days. Backfilling against walls of Type III cement shall not take place until the flexural beam strength has reached 500 psi or the wall has cured for 5 days. 410 Rev. 9/30/87 Page 22 Concrete Structures 410.24 Defective Work Any defective work discovered after the forms have been removed shall be repaired as soon as possible iru accordance with "Finishing Exposed Surfaces ", below. If the surface of the concrete is bulged, uneven or shows excess honeycombing or form marks, which i the opinion of the Engineer, cannot be repaired satisfactorily, the entire section shall be removed an � replaced at the expense of the Contractor. 410.25 Finishing Exposed Surfaces (1) Ordinary Surface Finish 1 1 1 1 An Ordinary Surface Finish shall be applied to all concrete surfaces either as a final finish or preparatory to a higher grade or class of finish. Higher grades and classes of finish shall conform' to Item No. 411, "Surface Finishes for Concrete ". Where neither a grade or class of finish is specified, an Ordinary Surface Finish only, will be required. • Ordinary Surface Finish shall be provided as follows: 410 Rev. 9/30/87 Page 23 1 After formal removal, all porous or honeycombed areas and spalled areas shall be corrected, by chipping away all loose or broken material to sound concrete. Feather edges shall be eliminated by cutting a face perpendicular to the surface. Shallow cavities shall be repaired using adhesive grout or epoxy grout. If judged repairable by the Engineer, large defective areas shall be corrected using concrete or other material approved by the Engineer. Holes and spalls caused by removal of metal ties, etc., as required by "Forms", above, shall be cleaned and filled with adhesive grout or epoxy grout. Exposed parts of metal chairs on surfaces to be finished by rubbing, shall be chipped out to a depth of /: inch and the surface' repaired. All fins, runs, drips or mortar shall be removed from surfaces which remain exposed. Form, marks and chamfer edges shall be smoothed by grinding and /or dry rubbing. Grease, oil, dirt, curing compound, etc., shall be removed from surfaces requiring a higher' grade of finish. Discolorations resulting from spillage or splashing of asphalt, paint or other similar material shall be removed. Repairs shall be dense, well bonded and properly cured and when made on surfaces which' remain exposed and do not require a higher finish, shall be finished to blend with the surrounding concrete. Unless otherwise indicated Ordinary Surface Finish shall be the final finish for the following exposed surfaces: inlets, manholes, sewer appurtenances, inside of culvert barrels, bottom of bridge decks between beams or girders, vertical and bottom surfaces of interior concrete beams 1 or girders. 1 Concrete Structures 1 1 (2) Rubbed Finish In general, the following areas shall require a rubbed finish and shall receive a first and second rubbing: (a) The top, exterior and roadway facia of curbs and parapet walls. (b) All concrete surfaces of railing. (c) The exterior vertical facia of slab spans, rigid frames, arches and box girders. (d) The outside and bottom surfaces of facia beams or girders (except precast concrete beams). (e) The underside of overhanging slabs to the point of juncture of the supporting beams. (f) All vertical surfaces of piers, columns, bent caps, abutments, wingwalls and retaining walls which are exposed to view after all backfill and embankments is placed. (g) Exposed formed surfaces of inlet and outlet structures on culverts, transition structures, headwalls and inlets. (h) Such other surfaces specified elsewhere to receive a rubbed finish and such additional surfaces required by the Engineer to receive a rubbed finish. After removal of forms and as soon as the mortar used in pointing has set sufficiently, surfaces to be rubbed shall be wet with a brush and given a first surface rubbing with a medium coarse ; carborundum stone. This rubbing shall be done before the concrete has cured more than 48 hours. The second rubbing shall present a cleaned uniform appearance free from drip marks and discoloration. It shall be given with a No. 30 carborundum stone or an abrasive of equal quality. If the Contractor elects to use an epoxy paint in lieu of the second rubbings he may do so upon approval of the Engineer. (3) Special Surface Finishes Striated, exposed aggregate and other special surface finishes shall conform to Item No. 411, "Surface Finishes for Concrete" and /or with the requirements indicated. 1 410.26 Measurement and Payment No direct measurement or payment will be made for the work to be done or the equipment to be fumished ' under this item, but shall be considered subsidiary to the particular items required by the bid. End 1 Ref: 401, 403, 405, 406, 408, 409, 411, 425, 438, 720 • 410 Rev. 9/30/87 Page 24 Concrete Structures 411.2 Materials (1) Masonry Sand Masonry sand shall conform to ASTM C 144. (2) White Cement White cement shall conform to ASTM C 150. (3) Portland Cement (5) 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 hazardouswaste is used in the fuel mix or raw materials. 411 5/18/95 Page 1 Surface Finishes for Concrete 1 ITEM NO. 41 1 SURFACE FINISHES FOR CONCRETE 1 411.1 Description This item shall govem for the fumishing of all materials and the application by the methods of construction indicated for the application of a surface finish to concrete. 1 1 1 1 1 (4) Membrane Curing Membrane curing shall conform to Item No. 409, "Membrane Curing ". 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. 1 1 1 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.1 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. 1 1 1 ' Viscosity ' ' . Type V Type VI Type VII of mixed adhesive at 77 ± 1 F, Poises 400 Maximum 150 Maximum must be sufficiently fluid - to apply by trowel or spatula without difficulty Pot Life at 77 F, minutes, minimum — 30 Set Time at 77 F, hours, maximum —12 (Time required to attain 180 psi) 1 1 1 1 1 1 1 1 1 1 1 Mixing Ratio: The ratio of resin and hardener components to be mixed together to form the finished adhesive shall be either 1 to 1 or 2 to 1 by volume. Any specific coloring of resin and/or hardener components desired will be stated by the Engineer. Fillers, pigments and thixotropic agents. All fillers, pigments and /or thixotropic agents in either the epoxy resin or hardener component must be of sufficiently fine particle size and dispersed so that no appreciable separation or settling will occur during storage. Any fillers present in the low viscosity version must be of such a nature that they will not interfere with application by spray equipment or abrade or damage such equipment. The concrete adhesive shall contain no volatile solvents. (b) Consistency: The adhesives shall comply with the following: Thixotropy test shall be performed at both 77 and 120 F. Average thickness of cured adhesive remaining on test panel, mils minimum. Type V 30 Type VII 45 Samples of the individual components in sealed containers shall be maintained at 115 + 3 F for 2 weeks. The mixed adhesive prepared from these samples must still comply with the minimum thixotropy requirements. The viscosity of the Type V and Type VI versions must not show an increase of more than 20 -- percent compared with the viscosity prior to the stability test. The Type VII adhesive must still be sufficiently fluid to apply by trowel or spatula without difficulty. 411 5/18/95 Page 2 Surface Finishes for Concrete 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) 1.14. to 1.18 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 (c) Physical Properties of the Cured Adhesive (6) Synthetic Resin Paint Raw Materials 411 5/18/95 Page 3 Surface Finishes for Concrete 1 1 Type X Epoxy: This is a high solids epoxy coating designed for application by brush or roller. The materials can also be applied by airless spray by addition of a maximum of 5 percent toluene 1 solvent at the direction of the Engineer. 1 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 1 proposed by the Contractor, no substitution will be allowed during the manufacture without prior approval of the Engineer. 1 Epoxy Resin The basic epoxy resin used in the formulation shall be an unmodified liquid resin conforming tot the following chemical and physical requirements: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Test methods to be used in determining these qualities are listed below: (a) Viscosity - Test for Kinematic Viscosity (ASTM Designation: D 445). (b) Weight per Epoxy Equivalent - Test for Epoxy Content of Epoxy Resins (ASTM Designation: D 1652). (c) Color - Test for Color of Transparent Liquids (Gardner Color Scale) (ASTM Designation: D 1544). (d) Hydrolyzable Chlorine - Test for Hydrolyzable Chlorine Content of Liquid Epoxy Resins (ASTM Designation D: 1726). (e) Specific Gravity - Method of Test for Density of Paint, Vamish, 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: 1 411 5/18/95 Page 4 Surface Finishes for Concrete 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 microns, percent by weight 14 20 Oil Absorption (rub out, lbs/100 lbs) 25 maximum Brightness (G.E.) 92.5 minimum 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Test methods to be used in determining these qualities are listed below: (a) Viscosity - Test for Kinematic Viscosity (ASTM Designation: D 445). (b) Weight per Epoxy Equivalent - Test for Epoxy Content of Epoxy Resins (ASTM Designation: D 1652). (c) Color - Test for Color of Transparent Liquids (Gardner Color Scale) (ASTM Designation: D 1544). (d) Hydrolyzable Chlorine - Test for Hydrolyzable Chlorine Content of Liquid Epoxy Resins (ASTM Designation D: 1726). (e) Specific Gravity - Method of Test for Density of Paint, Vamish, 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: 1 411 5/18/95 Page 4 Surface Finishes for Concrete 411.3 Grade of Finish (1) General The grade and /or class of finish shall be as described herein and as indicated. (3) "Grade" of finish designates the areas to which a higher finish is to be applied beyond the requirements of an Ordinary Surface Finish. Four grades of finish are included herein. "Class" of finish designates the materials or the process to be used in providing the grade of finish. Three classes of finish are included herein. For structures and surfaces not described herein under grade of finish, a class of finish only may be indicated. Where neither a grade nor class is specified, an Ordinary Surface Finish only will be required as specified in Item No. 410, "Concrete Structures". Where the plans specify a grade and class of finish, i.e., Grade II, Class C, only that type of finish t shall be furnished. Where the plans specify a grade of finish only, i.e., Grade I Finish, any of the classes of finish may be furnished. Only one class of finish shall be furnished on any individual structure, twin' structures or on structures in close proximity to each other, except as specified for prestressed concrete members below. (2) Grade 1 The following areas shall receive a Class A, B or C (two rub) Finish, except that prestressed members shall receive either a Class A or B Finish only. All concrete surfaces of railing, including the parapet types; exterior vertical faces of slabs, slab spans, arches and box girders; the outside and bottom surfaces of fascia beams or girders (including prestressed members); the 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. 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. 411 5/18/95 Page 5 Surface Finishes for Concrete 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (4) Grade 111 (5) (3) 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. 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 varied slightly to obtain the desired color. Gradation of the masonry sand shall be as required to produce a texture satisfactory to the Engineer. Prepackaged materials meeting these requirements and acceptable to the Engineer as to color, texture and 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. 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 5/18/95 Page 6 Surface Finishes for Concrete 411.5 Approval of Surface Finishing Materials 411 5/18/95 Page 7 Surface Finishes for Concrete 1 1 The material to be fumished shall meet the requirements of SDHPT Specification D -9 -8110, Structural, Coatings, latest revision. In addition to the above, the manufacturer shall fumish the following: 1 (1) At the time of original request for approval of the surface fumishing material, the manufacturer shall supply a 1 gallon sample of the material to the Engineer /Architect, if requested. (2) Each 6 months after approval of the material, the manufacturer shall furnish a notarized' certification indicating that the material originally approved has not been changed or altered in any way. Any change in formulation of a surface finish shall require retesting prior to use. The Engineer may request additional information to be submitted such as infrared spectophotometry scan, solids content, etc., for further identification. A change in formula discovered by any of the tests prescribed herein or by other means and not reported and retested, may be cause to permanently bar the • manufacturer from furnishing surface finish materials for City work. • The City reserves the right to perform any or all of the tests required by this specification as a check on the 1 tests reported by the manufacturer. In case of any variance the City tests will govem. 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 8 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 1 has been completed. The.Class C Finish shall be performed with a carborundum stone as follows, after all preparatory work required by Ordinary Surface Finish has been completed: For a two rub system, the first rubbing shall bring the,wetted concrete face to a paste and produce' a smooth dense surface without pits, form marks or other irregularities. The use of cement or grout to form the paste will not be permitted. Striping with a brush and washing after the first rubbing Will not be required. Chamfer lines shall be finished during the second rubbing. The first rubbing shall be done soon after form removal. Membrane curing, if used, shall be applied after the first rub is complete. Prior to the second rubbing, any remaining curing membrane shall be removed from the surface by brushing, buffing or other satisfactory methods. 1 1 1 The second rubbing shall be performed when conditioning the structure for final acceptance. The specified surfaces shall be cleaned of drip marks and discoloration's and given a final rubbing. The surface shall be striped neatly with a brush and the paste allowed to take a reset, after which the surfaces shall be washed with clean water leaving them with a neat and uniform appearance and texture. For a one rub system, the rubbing requirements shall be the same as for the first rub above, except chamfer lines shall be finished and the paste spread uniformly, striped with a brush and allowed to take a reset after which the surfaces shall be washed with 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 construction, the Contractor shall prepare sample panels for approval of the finish and the method of application. Unless otherwise indicated, panel or pattern arrangement and dimensions may be vaned 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. 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 pattem, 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 % inch sieve. Gravel of predominately rounded particles shall be used, except that when indicated or approved by the Engineer /Architect in writing, crushed stone may be used. The aggregate shall be large enough to remain firmly anchored in the face of the final product. The depth shall be Y inch minimum to 1 /2 inch maximum, unless otherwise indicated or directed by the Engineer/ Architect. 411 5/18/95 Page 8 Surface Finishes for Concrete End Ref.: 409 1 A surface retarder that penetrates the concrete approximately 1/4 inch shall be applied to the forms or concrete surface as an aid in achieving the desired finish. Wood forms may require 2 or 3 coatings to compensate for absorption. Form joints shall be taped or caulked to prevent escape of the retarder during placing operations. Treated form surfaces shall be protected from sun and rain while exposed to the atmosphere. In case of high humidity or if rain has dampened the forms prior to placing concrete, a' reapplication of the surface retarder may be required to provide uniform coverage of the retarder on the forms. Adjacent areas of fresh concrete not requiring exposed aggregate finish shall be protected 1 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 1 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 1 aggregate operation shall be accomplished immediately after form removal. Except for the time required for obtaining the exposed aggregate finish, curing of all surfaces shall be maintained for the minimum 4 day curing time. All surfaces shall be either water cured or may be cured with an approved clean membrane compound. If water curing is used, it shall be followed by a clear membrane curing compound conforming to Item No. 409, "Membrane Curing ". Care shall be taken to ensure proper vibration at all points of concrete placement to prevent honeycomb or segregation of the materials. Vibration shall be done in such a manner as to' provide adequate penetration of previously placed concrete lifts. Care shall be taken to prevent contact of the vibrator with the face form. (b) Sidewalks When exposed aggregate surfaces are required for sidewalks, driveways and/or medians, the coarse aggregate shall consist of particles with at least 40 percent crushed faces. Uncrushed gravel, polished aggregates and clear resilient coatings are not acceptable. Grade 5 coarse aggregates shall be used for exposed aggregate finishes for sidewalks, driveways and /or medians. 411.8 Measurement and Payment No direct measurement or payment will be made for the work to be done, the equipment or materials to be fumished under this item, but shall be considered subsidiary to the particular items required by the plans and the contract. 411 5/18/95 Page 9 Surface Finishes for Concrete 1 1 1 1 1 1 1 1 5/18/95 Page 10 Surface Finishes for Concrete 430.1 Description This item shall consist of Portland Cement concrete curb or curb and gutter with reinforcing steel- as 1 required, constructed on an approved subgrade and base in accordance with this specification and in conformity with the lines, grades, section and details indicated or as established by the Engineer. ' 430.2 Materials (1) Concrete Concrete shall conform to Class A Concrete as indicated in, Item No. 403, "Concrete for Structures" or Item No. 360, "Concrete Pavement" when the curb and gutter in place integral with the pavement. (2) Reinforcing Steel Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". (5) Flexible Base Aggregate shall conform to Item No. 210, "Flexible Base ". 430.3 Construction Methods ITEM NO. 430 I CONCRETE CURB AND GUTTER 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 Tess 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. 430 4/17/86 Page 1 - Concrete Curb and Gutter 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . 1 1. 1 1 1: 1 1 1 : 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, V. 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 % 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, % inch in diameter and 24 inches in length, shall be installed at each expansion joint. Sixteen inches of one end of each dowel shall be thoroughly coated with hot oil; asphalt or red lead, so that-it will not bond to the concrete. 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 1 /2 inch nor less than 1 /. inch thick of finish mortar, composed of 1 part Portland Cement to 2 parts fine aggregate, shall be worked into the exposed faces of the curb and gutter, by means of a "mule ". After the concrete has become sufficiently set, the exposed edges shall be rounded by the use of an edging tool to the radii indicated. The entire exposed surface of the curb and gutter shall be floated to a uniform smooth surface, then finished with a camel hair brush to a gritty texture. The forms shall remain in place a minimum of 24 hours unless approved otherwise by the Engineer. After removal of the forms, any minor honeycombed surfaces shall be plastered with a mortar mix as described above. Excessively honeycombed curb and gutter, as determined by the Engineer, shalt 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. Immediately after finishing the curb, concrete shall be protected by a membrane curing conforming to Item No. 409, "Membrane Curing ". After a minimum of 3 days curing and before placing the final course base, the curb shall be backfilled to the full height of the concrete, tamped and sloped as directed by the Engineer. The top 4 inches of backfill shall be of clean topsoil, free of stones and debris conforming to Rem No. 604, "Seeding for Erosion Control" when turf is to be established. 430.4 Measurement Accepted work as prescribed by this item will be measured by the linear foot of concrete curb and gutter, complete in place. 430.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per linear foot for "Concrete Curb and Gutter", which price shall be full compensation for all work as set forth and, described under payment Method A, B, C or D. 430 4/17/86 Page 2 Concrete Curb and Gutter End Method A (Pay Item No. 430 - A) This payment method includes all the work performed for "Concrete Curb complete, at the unit price bid, which price shall be full compensation for excavation, preparing the subgrade, for fumishing 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 fumishing and placing 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 C (Pay Item No. 430 This payment method includes all the work performed for "Concrete Curb" complete, at the unit price bid, which price shall be full compensation for fine grading, for furnishing and placing reinforcing steel, dowels, expansion joint material, curing material, backfilling and for all other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Method D (Pay Item No. 430 - D) This payment method includes all the work performed for "Concrete Curb" complete, at the unit price bid, which price 'shall be full compensation for excavation, preparing the subgrade, for finishing placing all base material, reinforcing steel, dowels, expansion joint material, curing material, backfilling and for other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 430 - Concrete Curb and Gutter - Per Linear Foot. Pay Item No. 430 -B: Concrete Curb and Gutter - Per Linear Foot. Pay Item No. 430-C: Concrete Curb - Per Linear Foot. . Pay Item No. 430 - Concrete Curb - Per Linear Foot. 430 4/17/86 Page 3 Concrete Curb and Gutter 430 4/17/86 Page 4 Concrete Curb and Gutter Current Version: 4105/99; Previous Version: 8/26/93 432S.1 Description This item shall govern the construction of Portland cement concrete sidewalks (Standard Detail No. 432- 1/432S -1), as herein specified, on an approved subgrade and in conformance with the lines, grades and details indicated on the Drawings or as established by the Engineer or designated representative. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text inch -pound units are given preference followed by SI units shown within parentheses. 432S.2 Materials (1) (2) Reinforcement Reinforcement shall conform to Specification Item No. 406/406S, "Reinforcing Steel" or Specification Item No. 407/407S, "Fibrous Concrete". Expansion Joint Materials (3) Portland Cement Concrete Portland cement concrete shall be Class A conforming to Specification Item No. 403/403S, "Concrete for Structures" or Specification Item No. 407/407S, "Fibrous Concrete ". Expansion joint materials shall conform to Specification Item No. 408/408S, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Specification Item No. 409/409S, "Membrane Curing ". , 432S.3 Construction Methods Item No. 432S Concrete Sidewalks The subgrade shall be excavated in accordance with Specification Item No. 111S, "Excavation", prepared in accordance with Specification Item No. 201/201S, "Subgrade Preparation ", shaped to the lines, grades and cross section as indicated on the Drawings or as directed by the Engineer or designated representative and thoroughly compacted in accordance with Specification Item No. 201/201S. A granular cushion of a minimum thickness of 2 inches (50 mm), composed of crusher screenings, gravel and sand, crushed rock or coarse sand, shall be spread, wetted thoroughly, tamped and leveled. The granular cushion shall be moist at the time the Portland cement concrete is placed. If the subgrade is undercut by more than 4 inches (100 mm) or the elevation of the natural ground is more than 4 inches (100 mm) below "top of subgrade", then a necessary backfill /embankment layer of an approved material shall be placed and compacted with a mechanical tamper. Hand tamping will not be permitted. 432S 04/05/99 Page 1 Concrete Sidewalks Current Version: 4/05199; Previous Version: 8/26/93 Where the subgrade is rock or gravel, 70 percent of which is rock; the 2 inch (50 mm) cushion need not be used. The Engineer or designated representative will determine if the subgrade meets the above requirements. Sidewalk forms shall be constructed of metal or well seasoned -wood not less than 2 inches (50 mm) in thickness, with a section satisfactory to the Engineer or designated representative. The forms shall be clean, straight, and free from warp with 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 Portland cement concrete. Before p.c. concrete is placed, the forms shall be thoroughly oiled with a Tight form oil. Expansion joint material 3/4 inch (19 mm) thick, shall be provided where the new construction abuts an existing structure, sidewalk or driveway. Similar expansion material shall be placed around all obstructions protruding through the sidewalk. The expansion joint material shall be placed vertically and shall extend the full depth of the p.c. concrete. Maximum spacing of expansion joints shall be 40 feet (12 meters) as indicated on the Drawings or as directed by the Engineer or designated representative. Weakened plane joints shall be spaced at 5 feet (1.5 meters) on center. Normal dimensions of the weakened plane joints shall be 1/4 inch wide and 3/4 inch deep (6 mm wide and 19 mm deep). All joints shall be constructed perpendicular (90 degrees) to the 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 (152 x 152 — MW9 x MW9) wire fabric or #3 (10M) bars, placed not more than 18 inches (450 mm) on center both directions. All reinforcement shall be placed equidistant from the top and bottom of the p.c. concrete. Care shall be exercised to keep all steel in its proper position during - placement of the p.c. 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 (150 mm) will be permitted. Splices in the #3 (10M) bars shall have a minimum lap of 12 inches (300 mm). Where driveways cross sidewalks, additional reinforcing shall be placed in the sidewalk as indicated on the Drawings. Portland cement 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 (6 mm) radius. Care will be exercised to prevent loss of dummy joints or rounded edges when applying the brush finish. -. 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 and Texas Accessibility Standards (TAS), including Sections 4.7.7. and 4.29.2. The sidewalk ramps shall be constructed in accordance with appropriate City of Austin Standard Details (Standard Details 432S -3, 432S -3A through 432S -F, 432S -5, 432S -5A, 432S -5B, etc.). Detectable warning for the ramps 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 center - to- center spacing of nominal 2.35 inches (60 mm) and shall contrast visually with 432S 04/05/99 Page 2 Concrete Sidewalks Current Version: 4/05/99; Previous Version: 8/26/93 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 (Standard Detail No 432- 6/432S -6). The stamp shall be of approved design and impressions shall be placed at or near street intersections at a distance which does not exceed 350 feet (100 meters) or as directed by the Engineer or designated representative. At the proper time after finishing, the surface shall be protected by a membrane compound curing agent or by wetted cotton or burlap mats, conforming to Item No.409 /409S, "Membrane Curing ". The sides of the p.c. 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 exposed concrete edges or by other procedures conforming to Item No. 410/410S, "Concrete Structures ". The top 4 inches (100 mm) of fill shall be clean topsoil conforming to Item No. 604/604S, "Seeding for Erosion Control ". 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 or designated representative. 432S.4 Measurement Accepted work performed as prescribed by this item will be measured by the square foot (square meter: 1 square meter is equal to 10.764 square feet) 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. 432S.5 Payment The work performed as prescribed by this item will be paid for at the unit bid price per square foot for "Concrete Sidewalk" or per each for "Concrete Sidewalk Ramps ". The unit bid price shall include full compensation for preparing the subgrade; for fumishing and placing all materials including cushion material, all reinforcement, joints, expansion joint materials and for any other materials, manipulations, labor, tools, equipment, finishing, curing and incidentals necessary to complete the work. Payment will be made under one of the following: Sidewalks Pay Item 432S -4: Pay Item 432S -5: Pay Item 432S -6: Pay Item 432S -7: Ramps Pay Item 432S -3F -R: Pay Item 432S -5 -R: Pay Item 432S -5A -R: Pay Item 432S -5B -R: 432S 04/05/99 Concrete Sidewalks, 4 Inch Concrete Sidewalks, 5 Inch - Concrete Sidewalks, 6 Inch - Concrete Sidewalks, 7 Inch - ■ - Per Square Foot. Per Square Foot. Per Square Foot. Per Square Foot. Sidewalk Curb Ramp with Pavers Per Each Sidewalk Curb Ramp with Pavers (Type I) Per Each Sidewalk Curb Ramp with Pavers (Type IA) Per Each Sidewalk Curb Ramp with Pavers (Type IB) Per Each Page 3 Concrete Sidewalks Current Version: 4/05/99; Previous Version: 8/26/93 End SPECIFIC CROSS REFERENCE MATERIALS Specification 432S, "Concrete Sidewalks" City of Austin Technical Specifications Designation Description Item No. 111S Excavation Item No. 201/201S Subgrade Preparation Item No. 403/4035 Concrete for Structures Item No: 406/406 Reinforcing Steel Item No. 407/407S Fibrous Concrete Item No. 408/408S - Expansion Joint Materials Item No. 409/4095 Membrane Curing Item No. 410/410S Concrete Structures Item No. 604/604S Seeding for Erosion Control City of Austin Standard Details Designation Description 432- 1/432S -1 432S -3F 432S -5 432S -5A 432S -5B 432- 6/432S -6 American Disabilities Act, Federal Register; Volume 56, No. 144; July 26, 1991 ADA Accessibility Guidelines For Building And Facilities Designation Section 4.7.7 Section 4.29 Architectural Barriers; Texas Civil Statutes, Article 9102; June 14, 1995 Texas Accessibility Standards (TAS) Designation Section 4.7.7 Section 4.29 Designation 00700 01500 01550 Sidewalk Combined Sidewalk Curb Ramp with Pavers Sidewalk Curb Ramp With Pavers (type I) Sidewalk Curb Ramp With Pavers (type IA) Sidewalk Curb Ramp With Pavers (type IB) Concrete Stamp Description Detectable Warnings Detectable Wamings Description Detectable Wamings Detectable Wamings RELATED CROSS REFERENCE MATERIALS Specification 432S, "Concrete Sidewalks" City of Austin Standard Contract Documents Description General Conditions Temporary Facilities Public Safety and Convenience City of Austin Utilities Criteria Manual Designation Description Section 5.2.3 Utility Adjustments For Roadway Construction Projects 432S 04/05/99 Page 4 Concrete Sidewalks Current Version: 4/05/99; Previous Version: 8/26/93 City of Austin Technical Specifications Designation Item No. 102/1028 Item No. 104/104S Item No. 110/110S Description Clearing and Grubbing Removing Concrete Street Excavation RELATED CROSS REFERENCE MATERIALS - Continued Specification 432S, "Concrete Sidewalks° City of Austin Technical Specifications Designation Description Item No. 132/132S Embankment Item No. 203/203S Lime Treatment for Materials In Place Item No. 204/204S Portland Cement Treatment for Materials In Place Item No. 230/230S Rolling (Flat Wheel) Item No. 232/232S Rolling (Pneumatic Tire) Item No. 234/234S Rolling (Tamping) Item No. 236/236S Rolling (Proof) Item No. 360/360S Concrete Pavement Item No. 375/375S Concrete Pavers for Sidewalk Ramps Item No. 402/402S Controlled Low Strength Material Item No. 404/404S Pneumatically Placed Concrete Item No. 405/405S Concrete Admixtures Item No. 411/411S Surface Finishes for Concrete Item No. 436/4368 Concrete Valley Gutters Item No. 602/602S Sodding for Erosion Control Rem No. 610/610S • Preservation of Trees and Other Vegetation Item No. 642/642S Silt Fence City of Austin Standard Details Designation Description 432S -3 Intersection Curb Ramps 432S -3A Curb Ramps at T -Type Intersections 432S -3B Intersection Curb Ramps with Retumed Curb 432S -3C Curb Ramps with Retumed Curb at T Intersections 432S -3D Combined Curb Ramps 432S -3E Combined Curb Ramp at T type Intersection 432- 10/432S -10 Mailbox Placement 433- 1/433S -1 Type I Driveway 433- 2/433S -2 Type II Driveway 433- 3/433S -3 Temporary Driveway 436- 2/436S -2 Concrete Valley Gutter 470S -1 Curb Cut for Ramp or Driveway (Optional) 1000- 8(A) /1000S -8(A) Typical ROW and Front Lot Utility Assignments 1000- 8(B)/1000S -8(B) Typical Utility Assignment Details (TV,W,VVW) 1000- 10/1000S -10 Local Street Sections 1000 -11 (1)/1000S -11(1) Residential and Neighborhood collector Street Sections 1000 -11 (2)/1000S -11(2) Industrial and Collector Street Sections 1000 -12 (1)/1000S -12(1) Primary Collector Street Sections 1000 -12 (2)/1000S -12(2) Primary Arterial Street Sections 1000 -13 (1)/1000S -13(1) Minor Arterial Street Sections (4 Lanes) 1000- 13(2)/1000S -13(2) Minor Arterial Street Sections- (4 Lanes divided) 432S 04/05/99 Page 5 Concrete Sidewalks Current Version: 4/05/99; Previous Version: 8126/93 1000- 14/1000S -14 Major Arterial Street RELATED CROSS REFERENCE MATERIALS - Continued Specification 432S, "Concrete Sidewalks" Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways. Streets. and Bridges Description Preparing Right of Way Excavation - Subgrade Widening Embankment Seeding for Erosion Control Sprinkling Rolling (Flat Wheel) Rolling (Tamping) Rolling (Pneumatic Tire) Designation Rem No. 100 Item No. 110 Item No. 112 Item No. 132 Item No. 164 Item No. 204 Item No. 210 Item No. 211 Item No. 213 American Disabilities Act, Federal Register; Volume 56, No. 144; July 26, 1991 ADA Accessibility Guidelines For Building And Facilities Designation Description Section 4.3 Accessible Route Section 4.3.6 Surface Texture Section 4.3.7 & 4.7.2 Slope Section 4.3.8 & 4.5.2 Changes in Levels Section 4.7 Curb Ramps Section 4.8 Ramps Architectural Barriers; Texas Civil Statutes, Article 9102: June 14, 1995 Texas Accessibility Standards (TAS) Designation Description Section 4.3 , Accessible Route Section 4.3.6 Surface Texture Section 4.3.7 & 4.7.2 Slope Section 4.3.8 & 4.5.2 Changes in Levels Section 4.7 Curb Ramps Section 4.8 Ramps , . 432S 04/05/99 Page 6 Concrete Sidewalks ITEM NO. 433 CONCRETE DRIVEWAYS 1 433.1 Description This item shall consist of concrete driveways, composed of Portland Cement concrete, constructed as herein specified on an approved subgrade, in conformity to the lines, grades and details indicated or as, established by the Engineer /Architect. 433.2 Materials (1) Concrete Concrete shall be Class A and conform to Item No. 403, "Concrete for Structures." (2) Reinforcing Steel Reinforcing steel and welded wire fabric shall conform to Item No. 406, "Reinforcing Steel ". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". (5) Cushion . The Cushion shall be crusher screenings, gravel or coarse sand. 433.3 Construction Methods All fonns and forming, placement of reinforcement, placement of concrete, form removal, finishing and curing shall conform to Item No. 410, "Concrete Structures ". The subgrade shall be excavated and shaped to the lines, grades and cross sections indicated or as directed by the Engineer/Architect and shall be thoroughly compacted in accordance with Item No. 201, " Subgrade Preparation ". A 2 -inch minimum compacted thickness cushion shall be spread, wetted thoroughly, tamped and leveled. The cushion shall be moist at the time the concrete is placed. If the subgrade is undercut or natural ground is below top of subgrade the necessary backfill shall be made with an approved material and compacted with a mechanical tamper. Hand tamping wit 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. 433 5/16/94 Page 1 Concrete Driveways 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' Forms shall be metal of a section satisfactory to the Engineer /Architect or wood not less than 2 inches nominal thickness for straight runs and 1 inch nominal thickness for radius of a section satisfactory to the Engineer; clean, straight, free from warp and of a depth equal to the thickness of the finished work. All ' forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. Before concrete is placed, forms shall be thoroughly oiled with a light form oil. Expansion joint material, ° 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' inch deep. Reinforcement for Type I driveways shall consist of 1 layer of 6 x 6 W 1.4 x W 1.4 wire fabric or No. 3 bars placed not more than 18 inches on center, both directions. Reinforcement for Type II driveways shall ▪ consist of 1 layer of 6 x 6 W 2.9 x W 2.9 wire fabric or No. 3 bars placed not more than 18 inches on center, both directions. All reinforcements shall be placed equidistant from the top and bottom of the concrete. Care shall be exercised to keep all steel in its proper position during the depositing of concrete. Splices in wire fabric shall overlap sufficiently to allow two pairs of transverse wires to be tied together and ' no splice of less than 6 inches will be permitted. Splices in the No. 3 bars shall have a minimum lap of 12 inches. Concrete shall be placed in the forms and spaced, tamped and thoroughly compacted until it entirely covers the surface and has a monolithic finish. The top surface shall be floated and troweled to a uniform smooth surface, then finished with a 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. 1 1 1 1 1 1 1 1 433.4 Measurement ' Accepted work performed as prescribed by this item will be measured by the square foot of surface area of concrete. 433 5/16/94 Page 2 Concrete Driveways 433.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per square foot for "Concrete Driveways ", which price shall be full compensation for preparing the subgrade; for furnishing' and placing all materials, including cushion, all reinforcing steel and expansion joint materials and for any other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under: End Pay Item No. 433: Concrete Driveways - Per Square Foot. Ref.: 201, 403, 406, 408, 409, 410, 604 433 5/16/94 Page 3 Concrete Driveways 1 5/16/94 Page 4 Concrete Driveways PRESENT VERSION: 9/29/99 REPLACES PREVIOUS ITEM NO. 439: 4117/94 439S.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 on the Drawings. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses. 439S.2 Submittals The submittal requirements of this specification item include: A. Type A Portland cement concrete design mix. B. Reinforcing steel details. 4395.3 Materials Item No. 439S Parking Lot Bumper Curbs A. Concrete. All precast concrete shall be Class A Concrete conforming to Specification Item No. 403/403S, "Concrete for Structures ". B. Reinforcing Steel. All reinforcing steel shall be #3 (10M) bar conforming to Specification Item No. 406/406S, "Reinforcing Steel ". 439S.4 Construction Methods All forms and forming, placement of reinforcement, placement of concrete, form removal, finishing and curing shall conform to Specification Item No. 410/410S, "Concrete Structures". Reinforcement shall conform to the details indicated on the Drawings. 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 during vibration to insure that a vibrator is not held too long at one location that segregation is produced. The top surface of the concrete shall be floated and troweled to a uniform smooth surface, and 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 Drawings. When the ambient air temperature is above 85 ° F (30 ° C), 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 (35 °C). 439S 9/29/99 Page 1 Parking Lot Bumper Curb PRESENT VERSION: 9/29199 REPLACES PREVIOUS ITEM NO. 439: 4117194 439S.5 Measurement Parking Lot Bumper Curbs shall be measured per each complete and in place. 439S.6 Payment The work performed as prescribed by this Specification Item will be paid for at the unit bid price per each. The unit bid price shall include full compensation for all materials, including all reinforcing steel, placing and the concrete curb, and all labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under: Pay Item No. 439S: Parking Lot Bumper Curbs - Per Each. End SPECIFIC CROSS REFERENCE MATERIALS Specification Item 439S "Parking Lot Bumper Curbs" City of Austin Technical Specifications Designation Description Concrete for Structures Reinforcing Steel Concrete Structures Item No. 403 Item No. 406 Item No. 410 RELATED CROSS REFERENCE MATERIALS Specification Item 439S "Parking Lot Bumper Curbs" City of Austin Technical Specifications Designation Description Item No. 405 Concrete Admixtures Item No. 409 Membrane Curing Item No. 411 Surface Finishes for Concrete City of Austin Standards Designation Description Item No. 406S -1 Reinforced Steel Tolerances Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways. Streets, and Bridges Designation Description Item 420 Concrete Structures Item 421 Portland Cement Concrete Item 427 Surface Finishes for Concrete Item 437 Concrete Admixtures Item 440 Reinforcing Steel American Society for Testing and Materials Designation Description A-496 Standard Specification for Steel Wire, Deformed for Concrete Reinforcement A- 615/615M Standard Specification for Deformed and Plain Billet - Steel Bars for Concrete Reinforcement 439S 9/29/99 Page 2 Parking Lot Bumper Curb This item shall cohsist of the fumishing and installation of frames, grates, rings and covers for inlets' manholes and other structures indicated. 503.2 Materials 1 ITEM NO.50 FRAMES, GRATES, RINGS AND COVER 503.1 Description 1 The Contractor shall submit descriptive information and evidence that the materials and equipmeht Contractor proposes for incorporation into the Work is of the kind and quality that satisfies the specifie functions and quality. Water and Wastewater Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use products from the SPL; however, submittal to the E/A is still required. Should the Contractor elect to use any materials from these lists, each product, shall be completely and clearly identified by its corresponding SPL number when making the product submittal. This will expedite the review process in which the E/A, and, if necessary, the Water and Wastewater Utility Standard Products Committee, decides whether the products meet the Contract requirements and the specific use foreseen by the E/A in the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, if necessary, the Water and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted as, being a pre approved list of products necessarily meeting the requirements for a given construction Project. Items contained in the SPL cannot be substituted for items shown on the Drawings, or called for in the specifications, or specified in the Bidding Requirements, Contract Forms and Conditions of Contract,, unless approved by the E/A in conjunction with the Water and Wastewater Utility Standard Products Committee. The Standard Product List current at the time of plan approval will govem. 1 (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 1 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 bumt on sand and shall be reasonably smooth. Runners, risers, fins and other cast on pieces shall be removed from the castings and such areas ground smooth. Bearing surfaces between manhole rings and covers or grates and frames shall be cast or machined with such precision that uniform bearing shall be provided throughout the perimeter area of contact. Pairs of machined castings shall be matchmarked to facilitate subsequent identification at installation except that water and wastewater manhole and valve castings shall be fabricated with such draft, tolerances, bolt hole spacing, etc., that all rings and covers of a particular type or class are interchangeable and match - marking will not be required. Steel castings shall conform to ASTM A 27, "Mild to Medium Strength Carbon Steel Castings for General Application ". Grade 70 -36 shall be fumished unless otherwise specified. 503 8/23/96 Page 1 Frames, Grates, Rings and Covers 1 1 (3) 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. Manhole Cover Riser Rings Height- adjustment inserts for wastewater manhole rings for raising standard manhole covers shall be those models listed in Water and Wastewater Standard Products List SPL WW -330. (4) Nuts and Botts Nuts and bolts shall be hex head 5/8" x 2.5" x #11 National Coarse Thread, Type 316 stainless steel. (5) Mortar Mortar for bedding castings shall consist of 1 part cement and 3 parts sand meeting the requirements of fine aggregate Grade No. 1, Item No. 403, "Concrete for Structures ". 503.3 Construction Methods Frames, grates, rings and covers shall be constructed of the materials as specified and in accordance with the details indicated and shall be placed carefully to the lines or grades indicated or as directed by the Engineer. All welding shall conform to the requirements of the AWS- D -1 -72. Welded frames rings and covers shall be given 1 coat of a commercial grade red lead oil paint and 2 coats of commercial grade aluminum paint. All coats shall be a minimum of 1.5 mils, dry. Painting of gray iron castings will not be required, except when used in conjunction with structural steel shapes. 503.4 Measurement and Payment Frames, grates, rings and covers will not be measured and payment for furnishing all materials, tools, equipment, labor and incidentals necessary to complete the work will be included in the Bid items which constitute the complete structures. End Applicable References: Standard Specifications Manual: Item Nos. 403 Standards Manual: Standard Detail Nos. 503 8/23/96 Page 2 Frames, Grates, Rings and Covers PRESENT VERSION: 2/17 /2000 REPLACES PREVIOUS VERSION: 6/08/88 508S.2 Submittals Item No. 508S Miscellaneous Structures and Appurtenances 508S.1 Description This item govems the construction of miscellaneous structures and appurtenances, complete in place or to the stage detailed and /or indicated in the Drawings, using the materials specified herein, including the excavation, installation, backfilling, placement of the concrete and when required, the fumishing and installation of frames, grates, rings, covers, safety end treatment and any concrete curb and gutter indicated on the Drawings. This specification is applicable for projects or work involving either SI or inch -pound units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses The submittal requirements of this specification item include: A. Type of structure and appurtenances (inlets, headwalls, frames, grates, energy dissipators, etc.), construction methods and sequence (precast, cast in place), materials (bolts, nuts, plates, angles, etc.) 8. Aggregate types, gradations and physical characteristics for the Portland cement concrete mix. C. Proposed proportioning of materials for the mortar mix. D. Analysis and thickness calculations for temporary steel covers. 508S.3 Types The various types of structures and appurtenances such as inlets, headwalls, energy dissipators, etc., are designated on the Drawings by letter or by number for the particular design of structure to be constructed in accordance with the details indicated on the Drawings. Unless otherwise indicated on the Drawings, the Contractor may have the option of fumishing cast in place or precast structures. 508S.4 Materials A. Portland Cement Concrete The Portland cement concrete shall conform to Item No. 403, "Concrete For Structures ", with the following classes: Cast in Place Concrete Class A Precast Concrete Class N 508S 02/17/00 Page 1 Miscellaneous Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,1 1 PRESENT VERSION: 2/17 /2000 REPLACES PREVIOUS VERSION: 6/08/88 B. 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 Standard Specification 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 (mass) of the total dry mix. • C. Reinforcement and Steel Reinforcing Steel shall conform to Standard Specification Item No. 406, "Reinforcing Steel ". Structural Steel shall conform to Standard Specification Item No. 720, "Metal for Structures ". D. Frames, Grates, Rings and Covers Frames, grates, rings and covers shall conform to City of Austin Standard Specification Item No. 503S, "Frames, Grates, Rings and Covers ". E. Safety End Treatment for Structures The safety end treatment for structures shall conform to TxDOT Specification Item No. 467, "Safety End Treatment". 1. Bolts and Nuts. All bolts, nuts and associated hardware shall meet the specifications of ASTM A 307. 2. Plates and Angles. All plates and similar angles and brackets shall meet the specifications of ASTM A 36. 3. Pipe Runners. Pipe Runners shall conform to the requirements of ASTM A53, Grade B. 4. Galvanizing. All hardware including nuts, bolts and plates listed above shall be galvanized conforming to ASTM A 123 or A 153. F. Miscellaneous Items Cast iron for supports, steps and inlet units shall conform to the shape and dimensions indicated on the Drawings. 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. 508S.5 Construction Methods All concrete work shall be performed in accordance with Standard Specification 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 508S 02/17/00 Page 2 Miscellaneous Structures PRESENT VERSION: 2/17 /2000 REPLACES PREVIOUS VERSION: 6/08188 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 completed, as soon as is practicable after installation is complete of the sewer lines in the inlet. All sewer line shall be cut 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 sewers shall be cast as an integral part of the sewer. The manholes may be constructed prior to backfilling or if the Contractor so elects, the manhole opening may be covered temporarily with a steel plate to facilitate the compaction of backfill for the sewer as a whole. Thereafter, required excavation for the inlet shall be made and the inlet constructed and backfilled. The inverts passing out or through an inlet shall be shaped and grouted across the floor of the inlet as indicated on the Drawings. 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 on the Drawings. Balling to original ground elevation shall be in accordance with the provisions of the appropriate items and as directed by the Engineer or designated representative. Energy dissipators and headwalls shall be constructed in accordance with City of Austin Standard Detail 508S -13. 508S.6 Measurement All miscellaneous structures and safety end treatments satisfactorily completed as indicated on the Drawings will be measured as completed units per each. Concrete removal, 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 identified in the bid. _ 508S 02/17/00 Page 3 Miscellaneous Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 2/17 /2000 REPLACES PREVIOUS VERSION: 6/08/88 508S.7 Payment A . Inlets 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 bid price for each Inlet, of the type specified. B. Energy Dissipators and Headwalls Payment for special complete structures will be made at the unit price bid per each. C Safety End Treatment Payment for Safety End Treatment, complete in place, will be made at the unit bid price for each unit of the type indicated on the Drawings. Payment will be made under one of the following: Pay Item No. 508S - Energy Dissipators In. Dia. - Per Each. Pay Item No. 508S -H: Headwalls, Type , _ In. Dia. Pipe - Per Each. Pay Item No. 508S-1G: Inlet, Grated - Per Each. Pay Item No. 508S Safety End Treatment, Type _ Size Per Each Per Each. Per Each. Per Each. Per Each. Per Each. Per Each. Per Each. Per Each. End Pay Item No. 508S -15R: Inlet, Recessed - Pay Item No. 508S -110R: Inlet, Recessed - Pay Item No. 508S -115R: Inlet, Recessed - Pay Item No. 508S -120R: Inlet, Recessed - Pay Item No. 508S -15S: Inlet, Recessed - Pay Item No. 508S -110S: Inlet, Standard - Pay Item No. 508S -115S: Inlet, Standard - Pay Item No. 508S -120S: Inlet, Standard - SPECIFIED Cross Reference Materials Standard Specification Item No. 508S, "Miscellaneous Structures and Appurtenances" City of Austin Standard Specification Items Designation Description Item No. 403 Concrete For Structures Item No. 406 Reinforcing Steel Item No. 410 Concrete Structures Item No. 720 Structural Steel Item No. 5035 Frames, Grates, Rings and Covers 508S 02/17/00 Page 4 Miscellaneous Structures PRESENT VERSION: 2/17/2000 SPECIFIED Cross Reference Materials - Continued Standard Specification Item No. 508S, "Miscellaneous Structures and Appurtenances" TxDOT Standard Specifications For Construction And Maintenance Of Highways, Streets, And Bridges Designation Description Item 467 Safety End Treatment American Society for Testing and Materials (ASTM) Designation Description ASTM A36 /36M Specification for Structural Steel ASTM A48 Specification for Gray Iron Castings ASTM A53 Specification for Pipe, Steel, Black and Hot - Dipped, Zinc Coated Welded and Seamless ASTM Al23 Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products ASTM A153 Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware ASTM A307 Specifications for Carbon Steel Extemally Threaded Standard Fasteners Specifications for Precast Concrete Water and Wastewater Structures ASTM C913 RELATED Cross Reference Materials City of Austin Drainage Designation Section 6.6.0 City of Austin Standard Designation Item No. 501S Item No. 502S Item No. 504S Item No. 5068 Item No. 507S Item No. 510 City of Austin Standard Designation 508S -13 5108 -1 TxDOT Specifications Designation Item 420 Item 421 Section 421.2(5) Item 424 Item 440 Item 466 Item 467 Item 471 Item 529 508S 02/17/00 Criteria Manual Description Energy Dissipators Specification Items Description Jacking or Boring Pipe Tunneling Adjusting Structures Manholes Bulkheads Pipe Details Description Standard Headwall and Energy Dissipators Concrete Trench Cap REPLACES PREVIOUS VERSION: 6108/88 Description Concrete Structures Portland Cement Concrete Fine Aggregate Precast Concrete Structures (Fabrication) Reinforcing Steel Headwalls and Wingwalls Safety End Treatment Frames, Grates, Rings and Covers Concrete Curb, Gutter and Combined Curb and Gutter Page 5 Miscellaneous Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05/99; Previous Version: 8/18/98 510.1 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 all applicable Work such as excavating, bedding, jointing, backfilling materials, tests, concrete trench cap, concrete cap and encasement, etc., prescribed under this item in accordance with the provisions of the Edwards Aquifer Protection Ordinance, when applicable, and City of Austin Utility Criteria Manual, Section 5, "Cuts in Public Right of Way ". The pipe shall be of the sizes, types, class and dimensions indicated or as designated by the E/A and shall include all joints or connections to new or existing mains, pipes, sewers, manholes, inlets, structures, etc., as may be required to complete the Work in accordance with specifications and published standard practices of the trade associations for the material specified and to the lines and grades indicated. This item shall include any pumping, bailing, drainage and Item No. 509, "Trench Safety Systems" for trench walls, when indicated or applicable. Unless otherwise provided, this item shall consist of the removal and disposition of trees, stumps and other obstructions, old structures or portions thereof such as house foundations, old sewers, masonry or concrete walls, the plugging of the ends of abandoned piped utilities cut and left in place and the restoration of existing utilities damaged in the process of excavation, cutting and restoration of pavement and base courses, the furnishing and placing of select bedding, backfilling and cement or lime stabilized backfill, the hauling and disposition of surplus materials, bridging of trenches and other provisions for maintenance of traffic or access as indicated. 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 Idnd and quality that satisfies the specified functions and quality. Water and Wastewater Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use products from the SPL; however, submittal to the E/A is still required. Should the Contractor elect to use any materials from these lists, each product shall be completely and clearly identified by its corresponding SPL number when making the product submittal. This will expedite the review process in which the E/A, and, if necessary, the Water and Wastewater Utility Standard Products Committee, decides whether the products meet the Contract requirements and the specific use foreseen by the E/A in the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, if necessary, the Water and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted as being a pre- approved list of products necessarily meeting the requirements for a given construction Project. Items contained in the SPL cannot be substituted for items shown on the Drawings, or called for in the specifications, or specified in the Bidding Requirements, Contract Forms and Conditions of Contract, unless approved by the E/A in conjunction with the Water and Wastewater Utility Standard Products Committee. The Standard Product List current at the time of plan approval will govem. s10 . ' MVO', Item No. 510 Pipe SIEVE SIZE % RETAINED BY WEIGHT 1 -1/2" 0 1" 0 -10 1/2" 40-85 #4 90 -100 #8 95-100 GRADATION TABLE SIEVE SIZE % RETAINED BY WEIGHT 1/4" 0 #60 75-100 #100 95-100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05199; Previous Version: 8/18/98 (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: (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 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 resistivity shall not be less than 3000 ohms -cm as determined by TxDOT Test Method Tex - 129 -E. Size gradation of sand for bedding shall be as follows: 510 o4/05 /qtr 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 td 10 SIEVE SIZE % RETAINED BY WEIGHT 3/4" 0 1/2" 0-25 1/4" 90-100 Current Version: 4105/99; Previous Version: 8/18/98 (c) Stone Screenings Stone screenings shall be free of mud, clay, vegetation or other debris, and shall conform to the following Table: All screenings shall be the result of a rock crushing operation. (4) Controlled Low Strength Material Controlled Low Strength Material (CLSM) shall conform to Item 402, "Controlled Low Strength Material. (5) Pea Gravel Pea gravel bedding shall be clean washed material, hard and insoluble in water, free of mud, clay, silt, vegetation or other debris. Stone quality shall meet ASTM C 33. Size gradation shall be as follows: (6) Select Backfill or Borrow This material shall consist of borrow or suitable material excavated from the trench. It shall be free of stones or rocks over 8 inches and shall have a plasticity index of less than 20. The moisture content at the time of compaction shall be within 2 percent of optimum as determined by TxDOT Test Method Tex-114-E. Sandy loam borrow will not be allowed unless shown on the Drawings or authorized by the E/A. All suitable materials from excavation operations not required for backfilling the trench may be placed in embankments, if applicable. All unsuitable materials that cannot be made suitable shall be considered surplus excavated materials as described in 510.3(13). The Contractor may, if approved by the engineer, modify unsuitable materials to make them suitable for use. Modification may include drying, removal or crushing of over - size material, and lime or cement treatment. (7) Cement Stabilized Backliill 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 Current Version: 4/05/99; Previous Version: 8/18198 1 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 1 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 t 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 1 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 1 (b) Iron Pipe _ « -n Iron pipe shall be ductile iron pipe meeting all requirements of standards as follows: -For push -on and mechanical joint pipe: AWWA 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 as shown in ANSI/AWWA C115/A21.15 and shall conform to dimensions shown in Table 2 and Figure 1 of AWWA C115. These flanges are the same in all ' 5 to 4 /s /il P`f 510 Current Version: 4/05/99; Previous Version: 8/18/98 respects as flanges shown in ANSI/AWWA C110/A21.10 for fittings and are 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: 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 line and force main pipe shall be coated with a non - corrosive lining material as indicated on Water and Wastewater Utility's Standard Products List SPL WW -534. Pipe exteriors shall be coated as required by the applicable pipe specification. The type and brand of interior lining shall be 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 ANSI /AWWA C150 /A21.50- current; all ductile iron pipe and flanges shall meet the following minimum physical requirements: -Grade 60- 42 -10: - Minimum tensile strength: 60,000 psi (414 mPa). - Minimum yield strength: 42,000 psi (290 mPa). - Minimum elongation: 10 percent. The flanges for AWWA C115 pipe may be also be made from: Grade 70- 50-05: - Minimum tensile strength: 70,000 pi (483 map). - Minimum yield strength: 50,000 pi (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 AWWA C -153 -Sizes larger than 24 inch: AWWA C -110. - Lining and Coating: Interior surfaces or all iron water pipe fittings shall be Tined 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. 4 /5 /aq Current Version: 4/05/99; Previous Version: 8/18/98 5 le, 2. Joint Materials Gaskets for mechanical joints shall conform to ANSI /AWWA A21.11/C -111. Joining of slipjoint iron pipe shall, without exception, be accomplished with the natural or synthetic rubber gaskets of the manufacturer of that particular pipe being used. A joint lubricant shall be used and applicable recommendations of the manufacturer shall be followed. Gaskets for flanged joints shall be continuous full face gaskets, of 1/8 inch - minimum thickness of natural or synthetic rubber, cloth- reinforced rubber or neoprene material, preferably of deformed cross section design and shall meet all applicable requirements of ANSI /AWWA A21.11/C -111 for gaskets. They shall be manufactured by, or satisfy all recommendations of, the manufacturer of the pipelfittings being used and be fabricated for use with Class 125 ANSI 816.1 flanges. Tee -head bolts, nuts and washers for mechanical joints shall be high strength, low alloy, corrosion resistant steel stock equal to "COR -TEN A" having UNC Class 2 rolled threads or alloyed ductile iron conforming to ASTM A 536; either shall be fabricated in accordance with ANSI /AWWA A21.11/C -111. Hex head bolts and nuts shall satisfy the chemical and mechanical requirements of ASTM A449 SAE Grade 5 plain, and shall be fabricated in accordance with ASTM B 18.2 with UNC Class 2 rolled threads. Either Tee -Head or Hex-Head bolts, nuts and washers as required, shall be protected with bonded fluoro-polymer corrosion resistant coating where specifically required by the E/A. AII 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. 3. Polyethylene Film Wrap All iron pipe, fittings and accessories shall be wrapped with standard 8 mil (minimum) low density polyethylene film or 4-mil (minimum) cross laminated high - density polyethylene conforming to AWWA C -105, with 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 backfilling. 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 class; others shall show pressure class. The flanges of pipe sections shall be stamped with the fabricators identification; fittings 4/5 /q9 6 Current Version: 4/05/99; Previous Version: 8/18198 shall show pressure rating, the nominal diameter of openings and the number of degrees for bends. Painted markings are not acceptable. (c) Concrete 510 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 sltgll 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 ill or the class indicated. Storm sewer pipe shall be of the tongue and groove or 0- ring joint design. Wastewater pipe shall be of the 0 -ring joint design; it shall be acceptably lined for corrosion protection. 2. Marking Each joint of pipe shall be marked with the pipe class, the date of manufacture, the manufacturer's name or trade mark, diameter of pipe and orientation, if required. Pipe marking shall be waterproof and conform to ASTM C 76. 3. Minimum Age for Shipment Pipe shall be considered ready for shipment when it conforms to the tests specified in ASTM C 76. 4. Joint Materials When constructing storm sewers, the Contractor shall have the option of making joints with either of the following materials: a. Mortar Mortar for joints shall meet the requirements set forth below in "Mortar". b. Cold Applied Preformed Plastic Gaskets Cold Applied Plastic Gaskets shall be suitable for sealing joints of tongue and groove concrete pipe. The gasket sealing the joint shall be produced from blends of refined hydrocarbon resins and plasticizing compounds reinforced with inert mineral filler and shall contain no solvents, irritating fumes or obnoxious odors. The gasket joint sealer shall not depend on oxidizing, evaporating or chemical action for its adhesive or cohesive strength and shall be supplied in extruded rope form of suitable cross section. The size of the plastic gasket Joint sealer shall be in accordance with the manufacturer's recommendations and sufficient to obtain squeeze -out around the joint. The gasket joint sealer shall be protected 7 Composition (% by weight) Test Method Typical Analysis Bitumen (petroleum plastic content) ASTM D 4 50-70 Ash -inert Mineral Water Tex 526 -C 30-50 Volatile Matter (at 325 F) Tex-506-C 2.0 Maximum 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05/99; Previous Version: 8/18/98 5 1 O 4/5 /R4 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: 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: When constructing wastewater lines, the Contractor shall use 0 -ring gasket joints conforming to ASTM C 443. Just before making a joint, the ends of the pipe shall be clean, dry, free of blisters or foreign matter and shall be wire brushed. For 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 ( "Forsheda" pre - lubricated) gaskets may be used if joint details submitted are approved; installation of such gaskets shall be in strict accordance with the manufacturer's recommendations, and shall be the sole element depended upon to make the joint flexible and watertight. In wastewater lines no horizontal or vertical angles in the alignment of pipes shall be permitted unless indicated. The spigot shall be centered in the bell, the pipe pushed uniformly home and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint. Test Method Typical Analysis Property 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 Tex 505-C 275 F Penetration: , 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05/99; Previous Version: 8/18/98 5 1 O 4/5 /R4 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: 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: When constructing wastewater lines, the Contractor shall use 0 -ring gasket joints conforming to ASTM C 443. Just before making a joint, the ends of the pipe shall be clean, dry, free of blisters or foreign matter and shall be wire brushed. For 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 ( "Forsheda" pre - lubricated) gaskets may be used if joint details submitted are approved; installation of such gaskets shall be in strict accordance with the manufacturer's recommendations, and shall be the sole element depended upon to make the joint flexible and watertight. In wastewater lines no horizontal or vertical angles in the alignment of pipes shall be permitted unless indicated. The spigot shall be centered in the bell, the pipe pushed uniformly home and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint. Current Version: 4105/99; Previous Version: 8118198 (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. 10 5. Bends When horizontal or vertical angles in the alignment of storm sewers are indicated, the bend or angle shall be constructed by cutting on a bias one or both pipes as may be required for the alignment indicated. The pipe cut shall be sufficiently long to allow exposing the reinforcement, which shall be bent, welded and incorporated into the pipe bend and reinforced concrete collar to maintain the structural integrity. The collar shall be 6 inches minimum, reinforced with #4 bars on a 1 foot center both directions. 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 E/A's approval, horizontal changes in alignment may be made by the "Joint Deflection" method. Joint deflection is limited by regulations of the Texas Natural Resource Conservation Commission (TNRCC) to 80 percent of the maximum recommended by the manufacturer, such deflection may not exceed 5 degrees at any joint. Changes in alignment using pipe flexure shall not be allowed. - 6. Sulfide and Corrosion Control All concrete pipe used for wastewater installations shall be protected from sulfide and corrosion damage by using limestone aggregate. • The manufacturer shall fumish all fittings and special pieces required for closures, bends, branches, manholes, air valves, blowoffs and connections to main line valves and other fittings as indicated. Each pipe length, fitting and special joint shall have plainly marked on the bell end of the pipe, the head condition for which it is designed. In addition, marking shall be required to indicate the location of each pipe length or special joint in the line and such markings 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. Current Version: 4/05/99; Previous Version: 8/18/98 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 510 4 is /0.4 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 intemal 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 Tess 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. a. Material Requirements The polyethylene pipe shall meet the following specifications: ASTM F 714 Plastic Pipe Institute PE3408 to Depth of Cover in Feet SDR of Pipe 0 - 16 17 Greater than 16 11 Current Version: 4/05/99; Previous Version: 8/18/98 5 10 /5/99 1 Unless otherwise specified, the Contractor shall fumish the polyethylene 1 pipe in accordance with the following table: b. Functional Requirements 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 tread on the exterior of the pipe shall be approximately 3/16 inch. The fused joint shall be watertight and shall have a tensile strength equal to that of the pipe. All joints shall be subject to acceptance by the E/A or his/her representative prior to placement. All defective joints shall be cut out and replaced. Any section of the pipe with a gash, abrasion, nick or scar greater in depth than 10 percent of the wall thickness, or containing concentrated ridges, discolorization, excessive spot roughness, pitting, variable wall thickness, or any other defect of manufacturing or handling as determined by the E/A or his/her representative, shall be discarded and removed from the site. Terminal sections of pipe that are joined within the insertion pit shall be connected with a full circle pipe repair clamp with a minimum length of one and one half times the nominal inside pipe diameter, in accordance with Water and Wastewater Utility's Standard Products List SPL No. 271. The butt gap between pipe ends shall not exceed 1/10 of the nominal inside diameter of the pipe. c. Installation Procedure The Contractor shall carry out his operations in strict accordance with all OSHA and manufacturer's safety requirements. The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe designated for rehabilitation including active services in the rehabilitation section. The bypass shall be made by plugging the line at an existing upstream manhole or adjacent system. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The Contractor shall take all necessary steps to prevent flooding of any private property and shall be liable for damages incurred by the flooding. No sewage or water shall be allowed to drain into earthen sump pits. it 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05/99; Previous Version: 8/18/98 New polyethylene pipe shall be inserted immediately behind the expansion and insertion equipment in accordance with the manufacturer's procedures. The expansion and insertion equipment shall be equipped with all controls necessary to place the pipe on proper line and grade according to the Drawings. The Contractor shall install all pulleys, rollers, bumpers, alignment control devices and other equipment required to protect existing manholes and to protect the pipe from damage during installation. Lubrication may be used as recommended by the pipe manufacturer. Under no circumstances shall the pipe be stressed beyond its elastic limit. All active service connections shall be identified by video inspection or other means and connected to the new main in accordance with the plan details. Upon commencement, insertion, from manhole to manhole, shall be continuous without interruption except as approved by the E/A. 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 Owner's FJA. io 4/5/q9 17- Current Version: 4/05199; Previous Version: 8/18198 All testing costs are incidental to, and shall be included in, the unit price bid for CIPP. The Cured in Place Pipe (CIPP) system shall have minimum initial structural properties as follows: Flexural Strength (ASTM D 790) 4,500 psi Tensile Strength (ASTM D 638) 2,500 psi Flexural Modulus (ASTM 0790) 250,000 psi The results of tests by an independent laboratory, of specimens taken by the Contractor as required by Section 8 of ASTM F 1216 and to demonstrate compliance with the above minimum values, shall be made available to the Owner's E/A at the completion of testing. b. Installation Procedure Insertion of a resin- impregnated flexible tube into an existing pipe shall be by an inversion method as given in ASTM F 1216 and the manufacturer's recommendations. The Contractor shall carry out his operations in strict accordance with all OSHA and manufacturer's safety requirements. Measures shall be taken to reduce atmospheric styrene concentration to an acceptable level at all times during the cured in place pipe installation procedure. The percent lower explosive limit, temperature and styrene concentration shall be measured and recorded for each inversion taken to ensure the following conditions are met: Percent Lower Explosive Limit (LEL) shall not exceed 2% using an atmospheric monitor calibrated within at least six (6) months of the day reading is taken. The LEL shall be measured at the top of the downstream manhole adjacent to the section of pipe being lined. No process water shall be discharged until cooled to below 100 degrees Fahrenheit in accordance with Section 7.1 of ASTM F 1216. Atmospheric styrene levels shall not exceed 50 ppm as measured by a Drager Tube 67 23 301 Styrene 10 /a five feet above and within 3 feet downwind of the downstream manhole adjacent to the section of pipe being Tined. 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. to 5 � d /5 /44 l.3 P.� Current Version: 4/05/99; Previous Version: 8/18/98 510 (f) The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe designated for rehabilitation, including active services in the rehabilitation section. The bypass shall be made by plugging the line at an existing upstream manhole and pumping the flow into a downstream manhole or adjacent system. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The Contractor shall take all necessary steps to prevent flooding of any private property and shall be liable for any damages incurred by the flooding. No sewage or water shall be allowed to drain into earthen sump pits. The Contractor shall designate a location where the uncured resin in the original containers and the unimpregnated fiber -felt tube shall be vacuum impregnated prior to installation. The Contractor shall allow the E/A to inspect the materials and "wet out" procedure. The quantities of the liquid thermosetting materials shall be per manufacturer's standards to provide the wall thickness specified. Water for the Work shall be metered and furnished by the Contractor in accordance with Section 01500. The wet out fiber -felt tube shall be inserted through an existing manhole or other approved access by means of an inversion process and the application of a hydrostatic head sufficient to fully extend it to the next designated manhole. Any defect which will affect, in the foreseeable future, or warranty period, the integrity or strength of the pipe liner shall be repaired at the Contractor's expense, in a manner satisfactory to the E/A. If, due to broken or misaligned pipe at a manhole wall, the pipe liner fails to make a tight seal, the Contractor shall apply a seal at that point. The seal shall be of a resin mixture compatible with pipe liner. After the pipe liner has been cured in place, and allowed to cool down and normalize to ambient temperature, the Contractor shall connect new services or reconnect existing service piping as designated and identified in the proposal. After the Work is completed, the Contractor shall provide the E/A with a video tape showing both the before and after conditions including the restored connections. 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. "4"2;7q1 Nominal Tube Size (inches) Outside Diameter, inches Wall Thickness, inches Average Tolerance Minimum Tolerance 3/4 0.875 ±0.004 0.097 +0.010 1 1.125 ±0.005 0.125 +0.012 11/4 1.375 ±0.005 0.153 +0.015 11/2 1.625 ±0.006 0.181 +0.018 2 2.125 ±0.006 0.236 +0.024 Temperature lime Pressure 73.4 F 1,000 hours 400 psi 100 F 1,000 hours 330 psi Current Version: 4/05/99; Previous Version: 8/18198 (g) The minimum burst pressure shall be 630 psi at 73.4 F determined in accordance with ASTM D 1599, latest revision. The time of testing of each specimen shall be between 60 and 70 seconds. The tubing shall not fail, balloon, burst or weep as defined in ASTM D 1598, latest revision, when tested in accordance with the Sustained Pressure Test Method of ASTM D 2737 but under the following test conditions: 2. Markings Permanent marking on the tubing shall include the following at intervals of not more than 5 feet: Nominal tubing size. Type of plastic material, i.e., PE 3408. Standard Dimension Ratio (SDR) and pressure rating in psi for water at 73.4 F (e.g., SDR -9, 200 psi). ASTM D 2737 designation. 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: 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. 510 4/5/g1 l5 P 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Nominal Tube Size, inches Outside Diameter, inches Wall Thickness, inches Average Tolerance Average Tolerance 3/4 0.875 ± 0.003 0.065 ± 0.0045 1 1.125 ± 0.0035 0.065 ± 0.0045 1 1/4 1.375 ± 0.004 0.065 ± 0.0045 1 1/2 1.625 ± 0.0045 0.072 ± 0.005 2 2.125 ± 0.005 0.083 t 0.007 1 1 1 1 1 1 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 1 Details (520 - series). (i) Brass Goods 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4105/99; Previous Version: 8/18/98 510 (h) Service Connection Fittings AU brass valves, couplings, bends, connections, nipples and miscellaneous brass pipe fittings and accessories used in meter connections, service lines, air release piping assemblies, and wherever needed in the water distribution system, shall conform to the City of Austin Standards, Water and Wastewater Utility Standard Products Lists, and AWWA 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: Inlet threads of corporation valves shall be AWWA iron pipe (IP) thread (male); outlets of service saddles shall be tapped with AWWA IP thread (female). AWWA IP threads shall conform to ANSI /ASME B1.20.1 as required by AWWA C800 for "General Purpose (Inch) Pipe Threads ". For 3/4" and 1" sizes only, corporation valve inlet threads, and the intemal threads of saddles may be the AWWA taper thread conforming to AWWA C800 Figure 1 and Table 6. External 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 B16.1, Class 125, as to dimensions, drillings, etc. Copper tubing, when used, shall be Type K tubing having dimensions and weights given in Table A.1 of AWWA C800. 16 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05199; Previous Version: 8/18/98 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 AWWA C110 fittings; such support shall be provided for AWWA C153 fittings when required by the E/A. 2. Applicable Specifications Except as modified or supplemented herein, PVC pipe shall meet the following standards: AWWA C -900, SDR 18 or SDR 14 for PVC Pressure Pipe, in 4, 6, 8 and 12 inch nominal sizes, having Cast Iron Pipe size outside diameters. Fittings used with PVC Pressure pipe shall be AWWA C -110 or AWWA C- 153 compact ductile iron fittings. 510 Standard sizes, dimensions and tolerances shall be as follows: :47.;"7.m 1-7 SDR -18 SDR -14 Nominal Size (inches) Outside Diameter, inches Wall Thickness, inches Wall Thickness, inches Avg. Tolerance Min. Tolerance Min. Tolerance 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 13200 + 0.015 0.733 + 0.088 0.943 + 0.113 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05199; Previous Version: 8/18/98 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 AWWA C110 fittings; such support shall be provided for AWWA C153 fittings when required by the E/A. 2. Applicable Specifications Except as modified or supplemented herein, PVC pipe shall meet the following standards: AWWA C -900, SDR 18 or SDR 14 for PVC Pressure Pipe, in 4, 6, 8 and 12 inch nominal sizes, having Cast Iron Pipe size outside diameters. Fittings used with PVC Pressure pipe shall be AWWA C -110 or AWWA C- 153 compact ductile iron fittings. 510 Standard sizes, dimensions and tolerances shall be as follows: :47.;"7.m 1-7 Current Version: 4/05199; Previous Version: 8118/98 510 4/5 /qq 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 AWWA 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). Type of plastic material (e.g., PVC 12454B). Standard Dimension Ratio and the pressure rating in psi for water at 73 F (e.g., SDR 18, 150 psi). AWWA designation with which the pipe complies (e.g., AWWA C -900). 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 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 conform to ASTM D 3034. Cell Class shall be as required by applicable ASTM pipe specification; pipe stiffness shall be 115 psi minimum for pipe to 15" size, or 72 psi minimum for larger pipe. 2: Joint Material PVC pipe and fitting shall have elastomeric gasket joints conforming to ASTM D 3212; gaskets to ASTM F 477. 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. )S Pf Current Version: 4/05199; Previous Version: 8/18/98 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: Manrifacturer's name or trademark, Nominal size, The material designation "PVC ", PSM, and The designation, "Specification 03034 ". 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 prdtective, 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. (n) Welded Steel Pipe and Fittings for Water -Pipe 1. General Reference Standards Specification. Specifications of the American Water Works Association (AWWA) listed below shall apply to this Section. C-200 Steel Water Pipe 6 inches and larger. 510 4/5/99 I9 Current Version: 4/05/99; Previous Version: 8/18/98 C-205 Cement - Mortar Protective Lining and Coating for Steel Water Pipe, 4 inches and larger, Shop Applied. C-206 Field Welding of Steel Water Pipe. C 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 SN Place. 2. Submittals Fumish Shop Drawings, product data, design calculations and test reports as described below: a. 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. b. 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. c. Product data to show compliance of all couplings, supports, fittings, coatings and related items. 3. Job Conditions a. The internal design pressure of all steel pipe and fittings shall be as indicated. b. The interior of all steel pipe for potable water, 4 inches and larger, shall be cement - mortar lined. 4. Manufacturing a. Description Pipe shall comply with 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 intemal and external loads specified in this section. The cylinder thickness needed to resist internal pressure shall be based on an allowable stress in the steel equal to 1/2 the minimum yield stress of the material used. Sto 4/5/9 20 Current Version: 4105/99; Previous Version: 8/18/98 5. Fittings a. Welded Fabricated steel fittings shall be of the same material as pipe and shall comply with AWWA C -208. 6. Flanges a. Flanges shall comply with the requirements of AWWA C -207, Class 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 Tess than 15 times the thickness of the steel shell. Bell ends shall be formed in a manner to avoid impairment of the physical properties of the steel shell. Joints shall permit a lap at least 1 1/2 inches when assembled. The longitudinal or spiral weld on the inside of the bell end and the outside of the spigot end on each section of pipe shall be ground flush with the plate surface. The inside edge of the bell and the outside edge of the spigot shall be scarfed or lightly ground to remove the sharp edges or burrs. b. Bell and Spigot Joints with 0 - Ring Gasket (1) Bell and spigot joints with rubber gasket shall conform to AWWA C - 200. (2) The bell and spigot ends shall be so designed that when the joint is assembled, it will be self- centered and the gasket will be confined to an annular space in such manner that movement of the pipe or hydrostatic pressure cannot displace it. Compression of the gasket when the joint is completed shall not be dependent upon water pressure in the pipe and shall be adequate to ensure a watertight seal when subjected to the specified conditions of service. Bell and spigot ends shall be welded on preformed shapes. The bell and spigot ends shall conform to the reviewed Shop Drawings. 8. Interior and Exterior Protective Surface Coatings a. Exterior Surface to be mortar coated shall conform to AVVVVA 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. 510 4% ;%44 at Current Version: 4/05/99; Previous Version: 8/18/98 b. All surfaces except as noted in c and d below shall receive shop application of mortar lining and coating. c. Field Welded Joints. After installation, clean, line and coat unlined or uncoated ends adjacent to welded field joints, including the weld proper, as specified for pipe adjacent to the weld. d. Machined Surfaces. Shop coat machined surfaces with a rust preventative compound. After jointing surfaces, remaining exposed surfaces shall be coated. per a) and b) above. (o) Corrugated Metal Pipe 1. General 5 10 4 /57qq 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 thickness for coated sheets in inches. The Tables in AASHTO M 197 list thickness in inches for clad aluminum sheets. Sampling and testing of metal sheets and coils used for corrugated metal pipe shall be in accordance with TXDOT Test Method Tex Damaged spelter coating shall be repaired by thoroughly wire brushing the damaged area and removing all loose, cracked or weld -burned spelter coating. The cleaned area shall be painted with a zinc dust -zinc oxide paint conforming to Federal Specifications TT -P 641b. Damaged pipe shall be rejected and removed from the project. Damaged aluminized coating shall be repaired in accordance with the manufacturer's recommendations. The following information shall be clearly marked on each section of pipe: Thickness and corrugations Trade Mark of the manufacturer Specification compliance 2. Fabrication a. Steel Pipe Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming to AASHTO M 36, Type 1 or Type 11 as indicated. It may be fabricated with circumferential corrugations, lap joint construction with riveted or spot welded seams or it may be fabricated Current Version: 4105199; Previous Version: 8/18/98 5 10 ' 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 fabridated with helical corrugations with a continuous helical lockseam. 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 insulation between the aluminum and other material shall extend a minimum distance of 1 foot beyond the area of contact. 3. Selection of Gages The pipe diameter, permissible corrugations and required gauges for circular pipe shall be as indicated on the drawings. For pipe arch, the span, rise, gage, corrugation size and coating thickness shall be as shown on the drawings. A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be permissible in span and rise, with all dimensions measured from the inside crests of the corrugations. 4. Joint Material Except as otherwise indicated, coupling bands and other hardware for • galvanized or aluminized steel pipe shall conform to AASHTO M 36 for steel pipe and AASHTO M 198 for aluminum pipe. Field joints for each type of corrugated metal pipe shall maintain pipe alignment during construction and prevent infiltration of soil material during the life of the installation. Coupling bands shall be not more than 3 nominal sheet thickness 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 fumished with circumferential corrugations shall be field jointed with corrugated locking bands. This includes pipe with helical corrugations, which has reformed circumferential corrugations on the ends. The locking bands shall securely fit into at least one full circumferential corrugation on each of 4 /S /44 23 Pr Current Version: 4/05/99; Previous Version: 8/18198 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 furnished with helical corrugations at the ends shall be field jointed with either helically corrugated bands or with bands with projections or dimples. The minimum width of helically corrugated bands shall conform to the following: 12 inches wide for pipe diameters up to and including 72 inches. 14 inches wide for 1 inch deep helical end corrugations. Bands with projections shall have circumferential rows of projections with one projection for each corrugation. The width of bands with projections shall be not less than the following: 12 inches wide for pipe diameters up to and including 72 inches. The bands shall have 2 circumferential rows of projections. 16 1/4 inches wide for pipe diameters of 78 inches and greater. The bands shall have 4 circumferential rows of projections. 610 4 /5 /99 the pipe ends being coupled. The minimum width of the corrugated locking bands shall be as shown below for the corrugation which corresponds to the end circumferential corrugations on the pipes being joined: Unless otherwise indicated, all bolts for coupling bands shall be 1/2 inch diameter. Bands 12 inches wide or less shall have a minimum of 2 bolts and bands greater than 12 inches wide shall have a minimum of 3 bolts. Galvanized bolts may be hot dip galvanized conforming to AASHTO M 232, mechanically galvanized to provide the same requirements as AASHTO M 232 or electro- galvanized 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. 2.4 PiP• Current Version: 4/05/99; Previous Version: 8118198 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, homogeneous, non - segregated lining. Cement Portland Cement shall conform to AASHTO M 85. Aggregate Aggregates shall conform to AASHTO M 6'except that the requirements for gradation and uniformity of gradation shall not apply. Mixture The aggregates shall be sized, graded, proportioned and thoroughly mixed with such proportions of cement and water as will produce a homogenous concrete mixture of such quality that the pipe will conform to the design requirements indicated. In no case, however, shall the proportions of Portland Cement, blended cement or Portland Cement plus pozzolanic admixture be less than 470 lb/cu. yd of concrete. Thickness The lining shall have a minimum thickness of 1/8 inch above the crest of the corrugations. - Lining Procedures The lining shall be plant applied by a machine traveling through a stationary pipe. The rate of travel of the machine and the rate of concrete placement shall be mechanically regulated so as to produce a homogenous nonsegregated lining throughout Surface Finish The lining machine shall also mechanically trowel the concrete lining as the unit moves through the pipe. 5 to i Pre- Current Version: 4105/99; Previous Version: 8/18/98 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. 6 10 4 /3/99 Certification Furnish 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 P.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 togetherby 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 are to be expected and does not constitute cause for rejection. 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 spelter coating above is waived for fiber bonded pipe. 116 Pp� Current Version: 4/05/99; Previous Version: 8/18/98 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,I;ase aluminum paint. 7. Mortar Mortar shall be composed of 1 part Type 1 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 (1) General Prior to commencing this Work, all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth in "General Conditions ". Clearing the site shall conform to Item No. 102S, "Clearing and Grubbing ". Maintenance of environmental quality protection shall comply with all requirements of "General Conditions" and Item No. 601, "Salvaging and Placing Topsoil ". The Contractor shall conduct his Work such that a reasonable minimum of disturbance to existing utilities will result Particular care shall be exercised to avoid the cutting or breakage of all existing utilities. If at any time the Contractor damages the utilities in place through his operations, the Contractor shall immediately notify the owner of the utility to make the necessary repairs. When active wastewater sewer lines are cut in the trenching operations, temporary flumes shall be provided across the trench while open and the lines shall be restored when the backfilling has progressed to the original bedding lines of the sewer so cut. The Contractor shall inform utility owners sufficiently in advance of the Contractor's operations to enable such utility owners to reroute, provide temporary detours or to make other adjustments to utility lines in order that the Contractor may proceed with his Work - with a minimum of delay and expense. The Contractor shall cooperate with all utility owners concemed in effecting any utility adjustments necessary and shall not hold the City liable for any expense due to'delay or additional Work because of conflicts arising from existing utilities. The Contractor shall do all trenching in accordance with the provisions and the directions of the E/A as to the amount of trench left unfilled at any time. All excavation and backfilling shall be accomplished as indicated and in compliance with State Statutes. 5 10 4/5/39 27 p, Current Version: 4/05/99; Previous Version: 8/18/98 Where excavation for a pipe line is required in an existing City street, a street cut permit is required and control of traffic shall be as indicated in accordance with the Texas Manual on 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 their relocation or reconstruction is impractical, a deviation from line and grade will be ordered by the EJA 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 Tess 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 closer 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 5 10 4/5/99 28 pc- (3) Utility and Stb"rm Sewer Crossings - When the Contractor installs a pipe that crosses under a utility structure or storm sewer and the top of the pipe is within 18 inches of the bottom of the utility structure, the pipe shall be encased as specified in Item No. 505, "Concrete Encasement and Encasement Pipe ", for a distance of at least 1 foot on either side of the ditch line of the utility structure or the storm sewer. Unless otherwise specified by the E/A, concrete encasement will not be required for ductile iron, 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 storm sewer is within 18 inches of the bottom of the pipe, the pipe shall be either ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches, unless otherwise specified by the E/A. Where trenches wider than 12 inches cross under existing wastewater lines, the sewer lines shall be replaced with one 20 foot joint of ductile iron, 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, centered over the trench. (4) Trench Excavation Underground piped utilities shall be constructed in an open cut in accordance with Federal regulations, applicable State Statutes conforming to Item No. 509, 'Trench Safety Systems" and with a trench width and depth described below. When pipe is to be constructed in fill above the natural ground, Contractor shall construct embankment to an elevation not less than one foot above the top of the pipe, after which trench is excavated. Required vertical sides shall be sheeted and braced as indicated to maintain the sides of the required vertical excavation throughout the construction period. Adequacy of the design of sheeting and bracing shall be the responsibility of the Contractor's design professional. The Contractor shall be responsible for installation as indicated. After the pipe has been laid and the backfill placed and compacted to 12 inches above the top of the pipe, any sheeting, shoring and bracing required may be removed with special care to insure that the pipe is not disturbed. As each piece of sheeting is removed, the space left by its removal must be thoroughly filled and compacted with suitable material and provisions made to prevent the sides of the trench from caving until the backfill has been completed. Any sheeting left in place will not be paid for and shall be considered subsidiary to the pipe item bid. (5) Trench Width Trenches for water and wastewater lines shall have a clear width on each side • 5 ro Current Version: 4105/99; Previous Version: 8/18/98 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches shall be centered at the 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. 2g Pry Current Version: 4105199; Previous Version: 8/18198 (6) beyond the outside surfaces of the pipe bell or coupling of not less than 6 inches nor more than 12 inches. Trenches for Storm Sewers up to 42 inches shall have a width of 1 foot on each side beyond the outside surfaces of the pipe. Pipes more than 42 inches shall have a trench width not to exceed 18 inches on each side beyond the outside surfaces of the pipe. If the trench width within the pipe zone exceeds this maximum, the entire pipe zone shall be refilled with approved backfill material, thoroughly compacted to a minimum of 95 percent of maximum density as determined by TxDOT Test Method Tex-1 14-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 utility shall be made. Trench Depth and Depth of Cover All pipe and in -line appurtenances shall be laid to the grades indicated. The depth of cover shall be measured from the established finish grade, natural ground surface, subgrade for staged construction, street or other permanent surface to the top or uppermost projection of the pipe. (a) Where not otherwise indicated, all water' piping shall be laid to the following minimum depths: 1. Water piping installed in undisturbed ground in easements of undeveloped areas, which are not within existing or planned streets, roads or other traffic areas shall be laid with at least 36 inches of cover. 2. Water piping installed in existing streets, roads or other traffic areas shall be laid with at least 48 inches of cover below finish grade. 3. Unless approved by the E/A, installation of water piping in proposed new streets will not be permitted until paving and drainage plans have been approved and the roadway traffic areas excavated to the specified or standard paving subgrade, with all parkways and sidewalk areas graded according to any applicable provisions of the drainage plans or sloped upward from the curb line to the right of way line at a minimum slope of 1/4 inch per foot. Piping and appurtenances installed in such proposed streets shall be laid with at least 36 inches of cover below the actual subgrade. (b) Where not otherwise indicated, all wastewater piping shall be laid to the following minimum depths: 1. Wastewater piping installed in natural ground in easements or other undeveloped areas, which are not within existing or planned streets, roads or other traffic areas shall be laid with at least 42 inches of cover. 5 10 4/5/° 3 0 P Current Version: 4105/99; Previous Version: 8/18/98 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. (8) Dewatering Excavation Underground piped utilities shall not be constructed or the pipe laid in the presence of water. All water shall be removed from the excavation prior to the pipe placing operation to insure a dry firm granular bed on which to place the underground piped utilities and shall be maintained in such unwatered condition until all concrete and mortar is set. Removal of water may be accomplished by bailing, pumping or by a well -point installation as conditions warrant. In the event that the excavation cannot be dewatered to the point where the pipe bedding is free of mud, a seal shall be used in the bottom of the excavation. Such seal shall consist of Class B concrete, conforming to Item No. 403, "Concrete for Structures ", with a minimum depth of 3 inches. (9) Trench Conditions Before attempting to lay pipe, all water, slush, debris, loose material, etc., encountered in the trench must be pumped or bailed out and the trench must be kept clean and dry while the pipe is laid and backfilled. Where needed, sump pits shall be dug adjoining the trench and pumped as necessary to keep the excavation dewatered. Backfilling shall closely follow pipe laying so that no pipe is left exposed and unattended after initial assembly. All open ends, outlets or other openings in the pipe shall be protected from damage and shall be properly plugged and blocked watertight to prevent the entrance of trench water, dirt, etc. 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. 5 10 4/5/98 31 "P Current Version: 4105/99; Previous Version: 8118/98 5r c n 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 E/A. When old structures are encountered, which are not visible from the existing surface and are still in service, they shall be protected and adjusted as required to the finished grade. (12) Lines and Grades Grades, lines and levels shall conform to the General Conditions and/or "Grades, Lines and Levels ". Any damage to the above by the Contractor shall be re- established at the Contractor's expense. The Contractor shall furnish copies of all field notes and "cut sheets" to the City. The location of the lines and grades indicated may be changed only by direction of the E/A and it is understood that the Contractor will be paid on the basis of his unit Contract prices bid for such Work actually performed and shall make no claim for damages or loss of anticipated profits due to the change of location or grade. The Contractor shall fumish, at his expense, all necessary batter boards or electronic devices for controlling the Work. Batter boards shall be of adequate size material and shall be supported substantially. The boards and all location stakes must be protected from possible damage or change of location. The Contractor shall fumish good, sound twilled lines for use in achieving lines and grades and the necessary plummets and graduated poles. 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. 7.47W24 31 1 1 1 1 1 1 1 1 1 .1 1 1 1 1 1 1 1 1 1 Current Version: 4/05/99; Previous Version: 8118198 Should the Contractor's procedures not produce a finished pipe placed to grade and alignment, the pipe shall be removed and relayed and the Contractors procedures modified to the satisfaction of the E/A. No additional compensation shall be paid for the removal and relaying of pipe required above. (13) Surplus Excavated Materials Excess material or material which cannot be made suitable for use in embankments will be declared surplus by the E/A_and shall become the property of the Contractor to dispose of off'site at a permitted fill site, without liability to the City or any individual. Such surplus material shall be removed from the Work site promptly following the completion of the portion of the utility involved. (14) Pipe Bedding Envelope Pipe shall be installed in a continuous bedding envelope of the type shown on the drawings or as described herein. The envelope shall extend the full trench width, to a depth of 6 inches below the pipe and shall rise at least to the 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 tremmie, or conditions will allow controlled placement of the gravel without damaging the polyethylene wrap. (3) Bedding shall be placed in lifts not exceeding 8 inches loose thickness and compacted thoroughly to provide uniform support for the pipe barrel and to fill all voids around the pipe. (4) Pea Gravel or bedding stone shall be used in blasted trenches. s 1 4- /5/4'1 P. PIPE BEDDING STONE USE / PIPE MATERIAL Cement Stabilized Backfill Natural or Mf'd Sand Pea Gravel Uncrushed Gravel Crushed Gravel Crushed Stone Stone Screenings WATER Welded Steel X X Service Tubing 3/4" to 2 -1/2" X X X WATER and WASTEWATER Up to 15 Inch ID X X X X X X Larger Than 15 Inch ID X X X X STORMWATER Concrete X X X X X X Metal X X X X 1 1 1 1 1 1 1 1 1 .1 1 1 1 1 1 1 1 1 1 Current Version: 4/05/99; Previous Version: 8118198 Should the Contractor's procedures not produce a finished pipe placed to grade and alignment, the pipe shall be removed and relayed and the Contractors procedures modified to the satisfaction of the E/A. No additional compensation shall be paid for the removal and relaying of pipe required above. (13) Surplus Excavated Materials Excess material or material which cannot be made suitable for use in embankments will be declared surplus by the E/A_and shall become the property of the Contractor to dispose of off'site at a permitted fill site, without liability to the City or any individual. Such surplus material shall be removed from the Work site promptly following the completion of the portion of the utility involved. (14) Pipe Bedding Envelope Pipe shall be installed in a continuous bedding envelope of the type shown on the drawings or as described herein. The envelope shall extend the full trench width, to a depth of 6 inches below the pipe and shall rise at least to the 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 tremmie, or conditions will allow controlled placement of the gravel without damaging the polyethylene wrap. (3) Bedding shall be placed in lifts not exceeding 8 inches loose thickness and compacted thoroughly to provide uniform support for the pipe barrel and to fill all voids around the pipe. (4) Pea Gravel or bedding stone shall be used in blasted trenches. s 1 4- /5/4'1 P. Current Version: 4/05/99; Previous Version: 8/18/98 (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 E/A, and, unless provisions for payment are provided in the contract documents, the cost of these measures shall be agreed by change order. The following limitations shall apply. (1) Sand, alone, shall not be used in watercourses, in trenches where groundwater is present, or in trenches with grades greater than 5 percent. (2) Pea gravel or bedding stone, alone, shall not be used in the street right-of-way within 5 feet of subgrade elevation in trenches that are 3 feet or wider. (3) Pea gravel or bedding stone, alone, shall not be used where the trench bottom, sides, or backfill is composed of non - cementitious, silty or sandy soils having plasticity indices less than 20, as determined by the E/A. (15) Laying Pipe No pipe shall be installed in the trench until excavation has been completed, the bottom of the trench graded and the trench completed as indicated. Laying of corrugated metal pipes on the prepared foundation shall be started at the outlet end with the separate ° sections firmly joined together, with outside laps of circumferential joints pointing upstream and with longitudinal laps on the sides. Any metal in joints, which is not protected by galvanizing, shall be coated with 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 damage, 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. 5 l0 4 /5/94 34 Pipe- Current Version: 4105/99; Previous Version: 8/18198 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 ter the E/A. Joints, which have been placed, but not joined, backfilled, etc., shall be protected in a manner satisfactory to the E/A. (16) Assembling of Pipe Angular spacing of all joints shall meet the manufacturer's recommendations for the pipe and accessories being used. Side outlets shall be rotated so that the operating stems of valves shall be vertical when the valves are installed. Pressure pipe shall be laid with bell ends facing the direction of pipe installation. Pipe end bells shall be placed upgrade for all wastewater lines. Orientation marks, when applicable, shall be in their proper position before pipe is seated. _ Before joining any pipe, all foreign matter, lumps, blisters, excess coal tar coating, oil or grease shall be removed from the ends of each pipe and the pipe ends shall then be wire brushed and wiped clean and - dry. Pipe ends shall be kept clean until joints are made. Every precaution shall be taken to prevent foreign material from entering the pipe during installation. No debris, tools, clothing or other materials shall be placed in the pipe. (17) Joints (a) Mortar (Storm Drain joints only) Pipe ends shall be clean, free of asphalt or other contaminants, which will inhibit the bond of the mortar to the pipe. The pipe ends shall be moistened immediately prior to placing the mortar in the joint. (b) Cold Applied Preformed Plastic Gaskets (Storm Drain joints only) 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. (0) 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 510 4 /5 /4`i 36 P.pe- Current Version: 4/05199; Previous Version: 8/18/98 material shall be placed and tamped against pipe to secure the joint.. Care should be taken to prevent dirt or foreign matter from entering the joint space. (d) Bolted Joints 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 Conakete Steel Cylinder Pipe (CSC) and Welded Steel Pipe Aggregate, cement, etc., shall be as indicated in "Mortar" herein. Grout shall be poured into the recess between the bell and spigot on the outside of the pipe and contained by a joint wrapper ( "diaper") recommended by the pipe manufacturer. The wrapper shall have a minimum width of 7 inches for 30 inch and smaller and 9 inches for larger pipe, secured to the pipe by "Band Iron" steel straps. The grout shall be poured in one continuous operation in such manner that after shrinkage and curing the joint recess shall be completely filled. Mortar for the inside recess shall be of the consistency of plaster. The inside recess between the bell and spigot shall be filled with mortar after the pipe joint on either side of the recess has been backfilled and well tamped with no less than one pipe joint installed ahead of the pipe forming the recess. The mortar shall completely fill the recess and shall be trowelled and packed into place and finished off smooth with the inside of the pipe. The Contractor shall inspect the joint after the mortar has set and make repairs of any pockets, cracks or other defects caused by shrinkage to the satisfaction of the 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 slings, rope slings without canvas covers, canvas or composition belt slings with protruding rivets, pipe hooks without proper padding or any other handling equipment which the 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 lining. (19) Placing Pipe in Tunnels Piping installed as a carrier pipe in a tunnel', encasement pipe, etc., shall have uniform alignment, grade, bearing and conform to the reviewed Shop Drawings. All necessary casing spacers, bedding material, grout cradle or 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 Ste 4/6/B9 34, Current Version: 4/05/99; Previous Version: 8/18/98 manufacturer's recommendations. The insertion pushing forces shall not exceed the pipe manufacturer's recommendation. Such carrier piping shall have flexible bolted or gasketed push -on joints or Concrete Steel Cylinder pipe installed as follows: (a)' 21 Inch Pipe and Smaller Prior to 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 manufacturer's recommendation. Sufficient quantities of the mastic sealer shall be applied to assure complete protection of all steel in the joint area. The interior of the joint shall be filled with cement mortar in the normal manner after the pipe is in its final position within the tunnel. (20) Temporary Pipe Plugs, Caps, Bulkheads and Trench Caps Temporary plugs, caps or plywood bulkheads shall be installed to close all openings of the pipe and fittings when pipeline construction is not in progress: All temporary end plugs or caps shall be secured to the pipe as provided under Item No. 507, "Bulkheads ". Trench caps shall be reinforced Class D concrete as indicated. (21) Corrosion Control (a) Protective Covering Unless otherwise indicated, all flanges, nuts, bolts, threaded outlets and all other iron or steel components buried and in contact with earth or backfill shall be wrapped with 8-mil (minimum) polyethylene film meeting ANSI /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 hamess. Unless otherwise indicated, on 24 inch or larger piping, all bends greater than 11 1/4 degrees shall be anchored as described herein. 37 510 - 47;2 2 1q P't'e- Current Version: 4/05/99; Previous Version: 8/18/98 Storm sewers on steep grades shall be lugged as indicated. (a) Concrete Thrust Blocking Concrete for use as reaction or thrust blocking shall be Class B conforming to Item No. 403, "Concrete for Structures ". Concrete blocking shall be placed between solid ground and the fitting to be anchored. The area of bearing on the pipe and on the ground shall be as indicated or directed by the E/A. The blocking shall, unless otherwise indicated, be so placed that the pipe, fittings and joints will be accessible for repair. The trench shall be excavated at least 6 inches outside the outermost projections of the pipe or appurtenance and the trench walls shaped or undercut according to the detail Drawings or as required to provide adequate space and bearing area for the concrete. 510 4 /5/41 The pipe and fittings shall be adequately weighted and laterally braced to prevent floating, shifting or straining of the pipeline while the concrete is being placed and taking initial set. The Contractor shall be solely responsible for the sufficiency of such restraints. (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 Harness A metal thrust hamess of tie rods, pipe clamps or lugs, turnbuckles, etc., may be approved. All carbon steel components of such systems, including nuts and washers, shall be hot -dip galvanized; all other members shall be cast ductile iron. After installation, the entire assembly shall be wrapped with 8 mil polyethylene film, overlapped and taped in place with duct tape to form a continuous protective wrap. 2. Restrained Joints Piping or fitting systems utilizing integral mechanically restrained joints may be approved. All components of such systems shall be standard manufactured products fabricated from ,cast ductile iron, hot -dip galvanized steel, brass or other corrosion resistant materials and the entire assembly shall be protected with a continuous film wrap as described for 1. above. Location, configuration and description of such products shall be specifically detailed on the Drawings. (Add -on attachments such as retainer glands, all - thread rods, etc., are not acceptable.) Fpm Current Version: 4/05/99; Previous Version: 8/18/98 ' (c) Concrete Encasement, Cradles, Caps and Seals When trench foundation is excessively wet or unstable or installation of water or wastewater pipe will result in less than 30 inches of cover, Contractor shall notify E/A. E/A may require Contractor to install a concrete seal, cradle, cap, encasement or other appropriate action. All concrete cap, etc., shall be continuous and begin and end within 6 inches of pipe joints. Concrete cap, cradle and encasement shall conform to City of Austin Standard No. 510 -1. The pipe shall be well secured to prevent shifting or flotation while the concrete is being placed. (d) Anchorage Bulkheads Concrete bulkheads keyed into the undisturbed earth shall be placed as indicated to support and anchor the pipe and/or backfill against end thrust, slippage on slopes, etc. Concrete material and placement shall be Class A, Item No. 403, "Concrete for Structures ". (e) Trench Caps, Concrete Rip -Rap and Shaped Retards Where called for by the Contract or as directed by the E/A, concrete trench caps, concrete rip -rap and/or shaped retards shall be placed as detailed by the Drawings as protection against erosion. Concrete material and placement shall be Class B, Item No. 403, "Concrete for Structures ". (23) Wastewater Connections (a) Connections to Mains 12 Inches and Smaller - -- All branch connections of new main lines shall be made by use of manholes. Service stubs shall be installed as indicated. Minimum grade shall be 1 percent downward to main and minimum cover shall be 4 1/2 feet at the curb. Standard plugs shall be installed in the dead end before backfilling. Where a service connection to a main 12 inches or smaller is indicated, a wye, tee or double wye shall be installed. Where a service connection to a main 15 inches or larger is indicated, a field tap may be made with the pipes installed crown to crown. The tap should be made conforming to the pipe manufacturer's recommendations with the E/A's approval. Where not otherwise indicated, (wastewater) service connections shall be installed so that the outlet is at an angle of not more than 45 degrees above horizontal at the main line. (b) Connections to the Existing System Unless otherwise specified by the E/A, all connections made to existing mains shall be made at manholes with the crown of the inlet pipe installed at the same elevation as the crown of the existing pipe. Service stubs installed on the existing system shall be installed by use of tapping saddles unless otherwise approved by the E/A. Extreme care shall be exercised to prevent material from depositing in the existing pipe as the taps are being made. 510 •=1/5/99 34 p;p Current Version: 4/05/99; Previous Version: 8/18/98 When connections to existing mains are made, a temporary plug approved by the E/A must be installed downstream in the manhole to prevent water and debris from entering the existing system before Final Completion. These plugs shall be removed after the castings are adjusted to finish grade or prior to Final Completion. (24) Water System Connections The Contractor shall, at his expense, make all necessary connections of new piping or accessories to the existing water system. To minimize any inconvenience from outages, the Contractor shall schedule all such connections in advance and such schedule must be approved by the E/A before beginning any Work. (a) Shutoffs The City will make all shutoffs on existing water mains. The Contractor shalt 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 EJA'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 E/A's field representative. Water for the Work shall be metered and fumished by the - Contractor in accordance with Section 01500. (b) Wet Connections to Existing Water System The Contractor shall make all wet connections called for by the Contract or required to complete the Work. Two connections to an existing line performed during the same shut -out, at the same time and at a distance less than 50 linear feet apart, will be considered one wet connection. Two connections to an existing line performed during the same shut -out, at the same time and at a distance equal to, or greater than 50 linear feet will be considered two wet connections. A wet connection shall include draining and cutting into existing piping and connecting a new pipeline or other extension into the existing pressure piping, forming an addition to the water transmission and distribution network. The Contract price for wet connections shall be full payment for all necessary shutoffs, excavation, removing plugs and fittings, pumping water to drain the lines, cutting in new fittings, blocking and anchoring piping, bedding and backfilling, placing the lines and service and all site cleanup. No water containing detectable amounts of chlorine may be drained, released or discharged until specific planning and appropriate preparations to handle, dilute and dispose of such chlorinated water are approved in advance by the City and the disposal operations will be witnessed by an authorized representative from the City. 510 'f7;749 40 Ply Current Version: 4/05/99; Previous Version: 8/18/98 Pressure Taps to Existing Water System The Contractor shall make all pressure taps called for by the Contract Documents or required to complete the Work. A pressure tap shall consist of connecting new piping to the existing water system by drilling into the existing pipe while it is carrying water under normal pressure without taking the existing piping out of service. Unless otherwise provided by the Contract, the Contractor shall, at his expense, perform all necessary excavation, fumish and install the tapping sleeve, valve and accessories, provide the tapping machine, drill the tap and shall block, anchor and backfill the piping, valve and all accessories, place the new piping in service and perform all site cleanup. When the City makes the tap, City forces are not obligated or expected to perform any Work except to provide tapping machine and drill the actual hole. If City crews are to make the tap, fiscal arrangements must be made in advance at the Taps Office, Waller Creek Center, 625 East 10th Street. If a private Contractor makes the tap, a W -WW Inspector must be present. "Size on size" taps will not be permitted, unless made by use of an approved full circle gasket tapping sleeve. Concrete blocking shall be placed behind and under all tap sleeves 24 hours prior to making the wet tap. (c) (d) Service Connections Service connection taps into PVC or AC pipe or into CI or DI pipe 12 inches or smaller shall be made using either a service clamp or saddle or a tapping sleeve - as recommended,by the pipe manufacturer and as approved by the E/A. Direct tapping of these pipes will not be permitted. All water service connections shall be installed so that the outlet is at an angle of not more than 45 degrees above horizontal at the main line. Precautions should be taken to ensure that the tapping saddle or sleeve is placed on the pipe straight to prevent any binding or deformation of the PVC pipe. The mounting chain or U -bolt strap must be tight. Tapping shall be performed with a sharp shell type cutter so designed that it will smoothly penetrate heavy walled PVC DR14 and 200 psi AC and will retain and extract the coupon from the pipe. (25) Backfilling (a) General Special emphasis is placed upon the need to obtain uniform density throughout the backfill material. The maximum lift of backfill shall be determined by the compaction equipment selected and in no case shall it exceed 18 inches, loose measurement. No heavy equipment, which might damage pipe, will be allowed over the pipe until sufficient cover has been placed and compacted. All 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 5 to 4/5%99 4 1 Pty Current Version: 4/05/99; Previous Version: 8/18/98 5 10 structures shall meet the specified density requirements. Initial testing shall not be at Contractor's expense and shall conform to the "General Conditions." (b) General Corrugated Metal Pipe After the corrugated metal pipe structure has been completely assembled on the proper line and grade and headwalls constructed where indicated; selected material free from rocks over 8 inches in size from excavation or borrow, as approved by the EIA, shall be placed along both sides of the completed structures equally, in uniform layers not exceeding 6 inches in depth (loose measurement), sprinkled if required and thoroughly compacted between adjacent structures and between the structures and the sides of the trench. Backfill material shall be compacted to the same density requirements as indicated for the adjoining sections of embankment in accordance with the goveming specifications thereof. Above the 3/4 point of the structure, the fill shall be placed uniformly on each side of the pipe in layers not to exceed 12 inches, loose measure. Prior to adding each new layer of loose backfill material, until a minimum of 12 inches of cover is obtained over the crown of the pipe, an inspection will be made of the inside periphery of the corrugated metal structure to determine if any floating, local or unequal deformation has occurred as a result of improper construction methods. (c) Backfill Materials The E/A may approve any of the following well graded materials: 1. Select trench material 2. Sand 3. Crushed rock cuttings 4. Rock cuttings 5. Foundation Rock 6. Blasted material with fines and rock 7. Cement stabilized material 8. Borrow Within the 100 year flood plain, sand will not be permitted for backfilling. The E/A will approve the topsoil for areas to be seeded or sodded. (d) Backfill in Street Right of Way Placement of backfill under existing or future 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. 4 /5 /4q Pa pe- Current Version: 4/05/99; Previous Version: 8/18/98 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 Tess 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 Tess than 20) shall be sprinkled as required and compacted to the extent necessary to provide not less than 95 percent of the density as determined in accordance with Test Method Tex- 114-E. After each layer of backfill is complete, tests may be made by the 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 that develop shall be corrected immediately by the Contractor. Should the backfill, due to any reason, lose the required stability, density or finish before the pavement structure is placed, it shall be recompacted and refinished at the sole expense of the Contractor. Excessive loss of moisture in the subgrade shall be prevented by sprinkling, sealing or covering with a subsequent backfill layer or granular material. Excessive loss of moisture shall be construed to exist when the subgrade soil moisture content is more than 4 percent below the optimum of compaction ratio density. Backfill shall be placed from the top of the bedding material to the existing grade, base course, subgrade or _ asindicated. 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) Ball 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 Commissioners 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 510 - 4-2S749 Current Version: 4105199; Previous Version: 8/18/98 1 geologically stable condition with a minimum density of 85 percent or a density superior to that prior to construction. In and near flood plain of all streams and watercourses, under or adjacent to utilities, structures, etc., all backfill shall be compacted to a density of not Tess than 95 percent conforming to TxDOT Test Method Tex-114-E, unless otherwise directed by E/A. 1 All soil areas disturbed by construction shall be covered with top soil and seeded conforming'to Item No. 604, "Seeding for Erosion Control ". All turf, drainways and 111 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 1 (a) Wastewater Pipe Acceptance Testing After construction is complete, E/A will determine whether the,pipeline is to be tested ' for infiltration, exfiltration or by the low pressure air test method. In addition, plastic pipe 18 inches and larger in diameter shall be deflection tested. Wastewater pipe installed in the City of Austin and its ETJ areas shall be tested for exfiltration or infiltration as described below in "Exfiltration Test" and "Infiltration Test" or by acceptable low pressure air test, as described below. At the conclusion of either test series, the Work shall be further tested for pipeline settlement and also for deflection as described below. The Contractor shall be solely responsible for making proper repairs to those elements, which do not pass these test requirements. (b) Exfiltration Test Water for the Work shall be metered and fumished 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 and shall also be applicable for any recharge areas or recharge features which may be identified during construction. For construction within the 25 year flood plain, the exfiltration rate shall not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the same minimum test head. 1 510 $ /S /Aq >'��� Current Version: 4/05/99; Previous Version: 8/18/98 (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 Tess than 18 inches below the finished s urface and width equal to the original trench width. The trench shall then be flooded with water until it is completely saturated and water stands in the ditch a minimum of 12 inches deep. In cases of steep terrain, earthen dikes shall be used to assure that water will stand over the trench. After it is apparent that the trench is completely saturated, the main shall then be inspected with closed- circuit television for infiltration. Any section of the main or any service stub that indicates infiltration above the maximum quantity specified shall be cause for rejection. This procedure shall not be used for pipes installed in areas where the Plasticity Index (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. (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 -5/8" dia.) submerged at any point along the line. (e) Low Pressure Air Test of Plastic Gravity Flow Wastewater Lines (1) General • Wastewater lines, at the discretion of the EIA, shall be air tested between manholes. 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 5 ro 4 /s /49 its Pik Current Version: 4/05/99; Previous Version: 8/18/98 6io - 47i7 2 19 relieve pressure in the sewer under test at 10 psi or Tess 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 E/A 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.) AU air used shall pass through a single control panel. Clean the sewer to be tested and remove all debris where indicated. Wet the sewer prior to testing. The average back pressure of any groundwater shall be determined (0.433 psi) for each foot of average water depth (if any) above the sewer. Add air slowly to the section of sewer being tested until the intemal air pressure is raised to 4.0 psig greater than the average back pressure of any ground water that may submerge the pipe. After the intemal test pressure is reached, allow at least 2 minutes for the air temperature to stabilize, adding only the amount of air required to maintain pressure. After the temperature stabilization period, disconnect the air supply. Determine and record the time in seconds that is required for the intemal air pressure to drop from 3.5 psig to 2.5 psig greater than the average back pressure of any ground water that may submerge the pipe. Compare the time recorded with the specification time for the size and length of pipe as given in the following table: �p� Minimum Specified Time RequiredFor 1.0 psig Pressure Drop For Size and Length of Pipe Indicated Diameter of Pipe, (in.) Specification Time (min :set) for length shown 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 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 11:20 11:20 11:24 14:15 17:05 19:56 22:47 25:38 15 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04 18 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57 :41 21 19:50 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 • 22:47 34:11 45:34 56:58 68:22 79:46 91 :10 102:33 27 28:51 43:16 57:41 72:07 86:32 100:57115:22 129:48 30 35:37 53:25 71:13 89:02 106:50124:38142:26 160:15 33 43:05 64:38 86:10 107:43129:16150:43172:21193:53 36 51:17 76:55 102:34 128:12153:50179:29205:07 230:46 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05/99; Previous Version: 8/18/98 1 1 5io x /5 79 , 1 Table For Low Pressure Air Testing of Plastic Pipe: NOTES: 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 sizes of 36 inches inside diameter or Tess. Lines that are 36 inches or larger inside diameter may be air tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch to 2.5 pounds per square inch gauge during a joint test, regardless of pipe size, shall be twenty (20) seconds. For sections of pipe less than 36 -inch inside diameter, the minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge must be computed by the following equation: 47 Pp� Current Version: 4/05/99; Previous Version: 8118/98 T = 0.0850 (D)(K) /(Q), where T = time for pressure to drop 1.0 pounds per square inch gauge In seconds; K = 0.000419(D)(L), but not less than 1.0 D = nominal inside diameter in inches; L = length of line of same pipe size in feet; and Q = rate of loss, assume 0.0015 cubic feet per minute per square foot (ft /min/ft sq) of intemal surface area. 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. All 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). (f) Deflection Test Deflection tests shall be performed by the Contractor on all flexible and semi -rigid wastewater pipes. The tests shall be conducted after the final 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 E/A or his designated representative for concurrence prior to testing the line. Test(s) must be performed without mechanical pulling devices and must be witnessed by the E/A or his designated representative. Any deficiencies noted shall be corrected by the Contractor and the test(s) shall be redone. (27) Pressure Pipe Hydrostatic Testing After the pipe has been installed and backilled 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 fumish 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. 5to� - 47 . 7 4 1 4 �F8 Current Version: 4105199; Previous Version: 8118/98 All drain hydrant and fire hydrant leads, with the main 6 -inch gate valve open, the hydrant valve seats closed and nozzle caps open, shall be included in the test. (a) Pressure Test The entire project or each valved section shall be tested, at a pressure of 200 psi for a sufficient period (approximately 10 minutes) to discover all leaking or defective materials. Repairs shall be made by the Contractor to correct any leaking or defective materials. (b) Pressure Pipe Leakage Test A leakage test will follow the pressure test and be conducted on the entire project or each valved section. The leakage test shall be at 150 psi for at least 1 hour. (1) Allowable Leakage Leakage shall be defined as the quantity of water that must be supplied into any test section of pipe to maintain the specified leakage test pressure (see above, Pressure Pipe Leakage Test ") after the air in the pipeline has been expelled and the pipe has been filled with water. No pipe installation will be accepted if the leakage exceeds 25 gallons /24 hours /stile of pipe/inch nominal pipe diameter. (25gpd) (in. - mi.) (2) Location and Correction of Leakage If such testing discloses leakage in excess of this -specified allowable, the Contractor, at his expense, shall locate and correct all defects in the pipe line until the leakage is within the indicated allowance. All visible leakage in pipe shall also be corrected by Contractor at his own expense. (28) Service Charges for Testing Initial testing performed by City forces for the Contractor will be at the City's expense. Retesting, by City forces, of Contractor's work that fails initial testing will be at the Contractor's expense. The City's charge for retests will be $265.00, plus $50.00 for each hour over four hours. On City- funded projects, the charges incurred by the City for retesting will be deducted from funds due the Contractor. On non -City- funded projects, the charges incurred by the City for retesting will be billed to the Contractor. The City will withhold acceptance of the Contractor's work until the Contractor has paid the City for the retesting costs. (29) Disinfection 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 openings in the pipeline shall be closed with watertight plugs when pipe laying is stopped at the close of the day's work. 5I , 4 /S /94 1 FG Current Version: 4/05/99; Previous Version: 8/18/98 Water for the Work shall be metered and furnished by the Contractor in accordance with Section 01500 of the Standard Contract Documents. The Contractor, at its expense, will supply the test gauges and the Sodium Hypochlorite conforming to ANSI /AWWA B300, which contains approximately 5 percent to fifteen percent available chlorine, and will submit for approval a written plan for the disinfection process. Calcium Hypochlorite conforming to ANSI/AWWA B300, which contains approximately 65 percent available chlorine by weight, may be used in granular form or in 5 g tablets for 16" diameter or smaller lines, if it is included as part of the written plan of disinfection that is approved by the City of Austin. The Contractor, at its expense, shall provide all other equipment, supplies and the necessary labor to perform the disinfection under the general supervision of the City. (a) Procedure and Dosage One connection to the existing system will be allowed with a valve arranged to prevent the strong disinfecting dosage from flowing back into the existing water supply piping. The valve shall be kept closed and locked in a valve box with the lid painted red. No other connection shall be made until the disinfection of the new line is complete and the water samples have met the established criteria. The valve shall remain closed at all times except when filling or flushing the line and must be manned during these operations. Backflow prevention must be provided if the valve is left unattended. The new pipeline shall be filled completely 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 a minimum concentration of 50 parts per million (50 ppm or 50 mg/liter) available chlorine. Unless otherwise indicated, all quantities specified herein refer to measurements required by the testing procedures included in the current edition of "Standard Methods ". The chlorine concentration at each step in the disinfection procedure shall be verified by chlorine residual determinations. The disinfecting solution shall be retained in the piping for at least 24 hours and all valves, hydrants, services, stubs, etc. shall be operated so as to disinfect all their parts. After this retention period, the water shall contain no Tess than 25 parts per million chlorine throughout the treated section of the pipeline. The heavily chlorinated water shall then be carefully flushed from the potable water 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 in handling, diluting, if necessary, and disposing of this strong chlorine solution is necessary to insure that there is no injury or damage to the public, the water system or the environment. The plans and preparations of the Contractor must be approved by the City before flushing of the line may begin. Additionally the flushing must be witnessed by an authorized representative of the City. Approval for discharge of the diluted chlorine water or heavily chlorinated water into the wastewater system must be obtained from the Water and Wastewater Utility Department. The line flushing operations shall be regulated by the Contractor so as not to overload the wastewater system or cause damage to the odor feed systems at the lift stations. The City shall designate its own representative to oversee the work. 5p Pi re- 1 1 1 1 1 1 1 1 1 1 Samples for bacteriological analysis will only be collected from suitable sampling taps in sterile bottles treated with sodium thiosulfate. Samples shall not be drawn from hoses or unregulated sources. The City, at its expense, will fumish the sterile sample bottles and may, at its discretion, collect the test samples with City personnel. If the initial disinfection fails to produce acceptable sample test results, the disinfection procedure shall be repeated at the Contractor's expense. Before the piping may be placed in service, satisfactory test results must be obtained. An acceptable test sample is one in which: (1) the chlorine level is similar to the level of the existing distribution system; (2) there is no free chlorine and (3) the total colifomi count is zero. An invalid sample is one, which has excessive free chlorine, silt or non- coliform growth as defined in the current issue of the "Standards Methods." If invalid sample results are obtained for any pipe, the Contractor may, with the concurrence of the Inspector, flush the lines and then collect a second series of test samples for testing by the City. After this flushing sequence is completed, any pipe with one or more failed samples must be disinfected again in accordance with the approved disinfection procedure followed by appropriate sampling and testing of the water. The City of Austin Water Quality Laboratory will notify thq assigned City of Austin Inspector in writing of all test results. The Inspector will subsequently notify the R .. T Contractor of all test results. The Water Quality Laboratory will not release test results directly to the Contractor. (30) Cleanup and Restoration ' - It shall be the Contractor's 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 E/A,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. 1 1 1 1 Current Version: 4/05/99; Previous Version: 8/18/98 Daily notice of line discharging must be reported to the Water and Wastewater Utility Dispatch office. (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 coliform organisms before the pipeline may be placed in service. One test sample will be drawn from the end of the main and additional samples will be collected at intervals of not more than 1000 feet along the pipeline. All stubs shall be tested before connections are made to existing systems. The Contractor, at its 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. 510 4 .�4 Pip . Current Version: 4105199; Previous Version: 8118198 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 all testing of each segment of piping is satisfactorily completed. 510.4 Measurement Pipe will be measured by the linear foot for the various types, sizes and classes. Parallel lines will be measured individually. Where a line ties into an existing system, the length of the new line will be measured from the visible end of the existing system at the completed joint Unless otherwise indicated, the length of water and wastewater lines will be measured along pipe horizontal centerline stationing through fittings, valves, manholes, and other appurtenances. Unless otherwise provided, ductile fitting 24 -inch and smaller will be measured by the ton and paid for in accordance with the schedule in Standard Product List 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. 5 io 475%%q 52- 1 1 510.5 Payment 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05199; Previous Version: 8/18/98 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 fumishing, placing and compacting the foundation rock, coarse aggregate or other approved material all complete in place. Excavation and backfill, when included as a separate pay item, will be paid for by Pay Item No. 510 -E or 510 -F. - ' (1) Pipe Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear foot complete -in -place as designed and represented in the Drawings and other Contract documents. Unless otherwise provided herein, as separate pay item(s), subsidiary items to the bid price per linear foot of pipe shall include the following: a. clearing b. constructing any necessary embankment c. excavation d. disposal of surplus or unusable excavated material e. fumishing, 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. sto 4% - -- -^ 53 Pipe- Current Version: 4/05/99; Previous Version: 8/18/98 (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 for all fittings 4 - inch through - 24 inch sizes, regardless of whether AWWA 0 orAWWA 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. Concrete Trench Cap and Encasement Where the distance between the top of the concrete encasement and the top of the trench cap is less than 36 inches, the concrete cap and encasement shall be poured as one unit and paid for under this bid item at the Contract price bid per linear foot. When the distance above is greater than 36 inches or when the trench cap is placed separately, the trench cap shall be paid for as a separate item, per linear foot, complete in place. (8) Cement-Stabilized Backfill Cement-stabilized backfill will be paid for at the unit price bid per linear foot and shall be full payment to the Contractor for furnishing and installing the required material, mixed, placed and cured complete in place. (9) Concrete Encasement When called for in the Bid, Concrete Pipe Encasement will be paid under Item No. 505, "Concrete Encasement and Encasement Pipe ". (7) 5 10 4%5 /.9q 1: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4105199; Previous Version: 8/18/98 (10) Pressure Taps Pressure taps will be paid for at the unit price bid, complete in place, according to the size tap made and the size main tapped and shall be full payment for furnishing all necessary materials, including tapping sleeve and valve, making the tap, testing and placing the connection in service. (11) Trench Safety Systems When called fofin Bid, Trench Safety Systems shall conform to Item No. 509, "Trench Safety Systems". (12) In - Place Sliplining with or without in - Place Pipe Destruction/Replacement As called for in the corresponding bid items, pipe sliplining with or without in -place pipe destruction/replacement will be paid for at the Contract price per linear foot for the specified Liner and pipe size and type pipe, at all depths, complete in place Installation of new services, or reconnection of existing services, to the liner will be paid for at the Contract price per each for the specified size and type of service, at all depths, complete in place. (13) Cured Resin Pipe Lining When called for in the bid, cured resin pipe lining will be paid for per linear foot, for the size and type of pipe lined, at all depths, complete in place including all equipment set- ups, video inspection and cleaning of existing pipe. Installation of new services or reconnection of existing services to the relined pipe will be paid for per each, for the specified size and type of service, at all depths, complete in place. - Payment, when included as a Contract pay item, will be made under one of the following: Pay Item No. 510 Pipe, _Dia. _(all depths), including Excavation and Backfill Per Linear Foot. Pay Item No. 510-3: In -Place Sliplining without In -Place Pipe Destruction/Replacement ( Dia. Pipe Lining _ in. Dia. Existing Pipe) Per Linear Foot. Pay Item No. 510 In -Place Sliplining with Pipe Destruction/Replacement ( Dia. Replacement Pipe _ in. Dia. Existing Pipe) - Per Linear Foot. Pay Item No. 510 - Installing or Reconnecting Lateral Service to Existing, Relined or Replaced Pipe ( Dia. _ `Service) in. ( Dia. Pipe) - - Per Each. -- Pay Item No. 510-E: Pipe Excavation, Ft. Width - Per Linear Foot. Pay Item No. 510-F: Pipe Trench Backfill _Ft. Width - Per Linear Foot. Pay Item No. 510-G: Concrete Seal or Cradle _Dia. Pipe - Per Linear Foot. Pay Item No. 510 Concrete Trench Cap, _Ft. Width - Per linear Foot. Pay Item No. 510-1: Concrete Cap and Encasement, Dia. Pipe - Per Linear Foot. Pay Item No. 510-x: Cement Stabilized Backfill, _Dia. Pipe - Per Linear Foot. 55 Current Version: 4/05/99; Previous Version: 8/18/98 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 "W" after the pay item indicates the use for water. _ A "WW" after the pay item indicates the use for wastewater. End Applicable References: Standard SpecificaBgns Manual: Item Nos. Ref: 102S, 210, 402, 403, 501, 502, 505, 506, 507, 509, 593, 601, 604 Standards Manual: Standard Detail Nos. 510-1, (520 - series). Design Criteria Manuals: Utilities, Section 5. 510 4/5/`i9 5b p ;P Current Version: 4/05/99; Previous Version: 8/15/97 Item No. 511S Water Valves 511S.1 Description This item shall govern the valves furnished and installed as indicated on the Drawings. Unless otherwise indicated on the Drawings, all valves 4 inches (102 mm) and larger shall be AWWA -type valves of suitable design and fully equipped for service buried in the earth, without need for further modification and shall be wrapped with 8 -mil (0.2 mm) polyethylene film with all edges and laps securely taped to provide a continuous wrap. Where not indicated, the Contractor may use valves with any type end joint allowed for fittings of the pipe class being used. Unless otherwise indicated on the Drawings, all -- -valve stems shall be adjusted to situate the operating nut not more than 24 inches (0.6 meters) below the proposed ground or paving surface of the finished project. This specification is applicable for projects or work involving either inch - pounds or SI units. Within the text, inch -pound units are given preference followed by SI units shown within parentheses. 511S.2 Materials The Contractor shall submit descriptive information and evidence that the materials and equipment the Contractor proposes for incorporation in the Work is of the kind and quality that satisfies the specified functions and quality. The City of Austin Water and Wastewater Utility Standard Products Lists (SPL) are considered to form a part of these Specifications. Contractors may, when appropriate, elect to use products from the SPL; however, submittal to the Engineer /Architect (E/A) is still required. If the Contractor elects to use any materials from these lists, each product shall be completely and clearly identified by its corresponding SPL number when making the product submittal. This will expedite the review process in which the E/A, and, if necessary, the Water and Wastewater Utility Standard Products Committee, decide whether the products meet the Contract requirements and the specific use foreseen by the E/A in the design of this engineered Project. The SPL's should not be interpreted as being a pre- approved list of products necessarily meeting the requirements for a given construction Project. Items contained in the SPL cannot be substituted for items shown on the Drawings, or called for in the specifications, or specified in the Bidding Requirements, Contract Forms and Conditions of Contract, unless approved by the E/A in conjunction with the Water and Wastewater Utility Standard Products Committee. The Standard Product List current at the time of plan approval will govern. _ . _ (A) Samples, Inspection and Testing Requirements: All tests and inspections called for by the applicable standards shall be performed by the manufacturer. Upon request, results of these tests shall be made available to the purchaser. (B) Other Requirements: Each submittal shall be accompanied by: (1) Complete data covering: 511S 04/05/99 Page 1 Water Valves Current Version: 4105/99; Previous Version: 8/15/97 a). the operator, including type and size, model number, etc., b). the manufacturer's name and address of his nearest service facility, c). the number of turns to fully open or close the valve. (2) detailed instructions for calibrating the limit stops for open and closed positions, (3) any other information which may be necessary to operate and maintain the operator. (4) Complete dimensional data and installation instructions for the valve assembly as it is to be installed, including the operator. Complete replacement parts lists and drawings, identifying every part for both the valve and operator. (5) and 511S.3 Valves (A) Iron -Body Gate Valves Unless otherwise indicated, Iron Body Gate Valves, 4" to 12" (102 mm to 305 mm), including Tapping Valves, shall conform to AWWA C509, "Resilient Seated Gate Valves for Water and Sewerage Systems". Iron Body Gate Valves larger than 12" (305 mm), including Tapping Valves, shall be double disc, parallel seat valves meeting the requirements of AWWA C500. 16" (406 mm) Iron Body Resilient Seated Gate valves may be used if called for in the design and if indicated in the Standard Product List WW - 282. (1) Stem Seals: All valves shall have approved 0-ring type stem seals. At least two 0-rings shall be in contact with the valve stem where it penetrates the valve body. (2) Operation: All valves shall have non - rising stems with a 2" (50 mm) square operating nut, or with a spoke type handwheel when so ordered, turning clockwise to close. (3) Gearing: Double disc gate valves in 16 inch (406 mm) and larger sizes shall be geared and, when necessary for proper bury depth and cover, shall be the horizontal bevel- geared type enclosed in a lubricated gear case. (4) Bypass: Unless otherwise indicated, 16 inch (406 mm) and larger gate valves shall be equipped with a bypass of the non -rising stem type which meets the same AWWA standard required for the main valve. (5) Valve Ends: Valve ends shall be push -on, flanged or mechanical joint, as indicated or approved. Tapping valves shall have inlet flanges conforming to MSS SP -60, with bolt holes drilled per ANSI B16.1 Class 125. Seat rings and body casting shall be over -sized as required to accommodate full size cutters; the outlet end shall be constructed and drilled to allow the drilling machine adapter to be attached directly to the valve. 511S 04/05/99 Page 2 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 (6) Gear Case: All geared valves shall have enclosed gear cases of the extended type, attached to the valve bonnet in a manner that makes it possible to replace the stem seal without disassembly and without disturbing the gears, bearing or gear lubricant. Gear cases shall be designed and fabricated with an opening to atmosphere so that water leakage past the stem seal does not enter the gear case. - (7) Valve Body: Double disc gate valves in 16 inch (406 mm) and larger sizes installed in the horizontal position shall have bronze rollers, tracks, scrapers, etc. (B) Butterfly Valves^ Unless otherwise indicated, all valves shall conform to the current "AVVWA" Standard C -504, "Rubber-Seated Butterfly Valves ", Class 1508, except as modified or supplemented herein. (1) Functional' Requirements a). Valves shall be the short body design and shall have flanged connections on both ends unless otherwise called for. b). Valves shall be of such design that the valve discs will not vibrate or flutter when operated in a throttled position. Valve discs shall be secured to the shafts by means of keys or pins so arranged that the valve discs can be readily removed without damage thereto. All keys and pins used in securing valve discs to shafts shall be stainless steel or monel. Valve discs shall be stainless steel or ductile iron, ASTM A 536, Grade 65 -45 -12 (448- 310 -12); seating edge shall be stainless steel or other corrosion resistant material. c). Valve shafts shall be constructed of wrought stainless steel or monel. The ends of the shaft shall be permanently marked to indicate the position of the disc on the shaft. d). All buried valves shall have approved manufacturer's 0-ring type or split V type "Chevron" shaft seals. When 0-ring seals are used, there shall be at least two 0-rings in contact with the valve shaft where it penetrates the valve, body. On 24 inch (635 mm) and larger valves, the seat shall be completely replaceable and /or adjustable with common hand tools without disassembling the valve from the pipeline. Rubber seats located on the valve disc shall be mechanically secured with ' stainless steel retainer rings and fasteners. e). Unless otherwise indicated, valves shall be provided with manual operators with vertical stems and 2 inches (50 mm) square operating nut turning clockwise to close and equipped with a valve disc position indicator. All keys or pins shall be stainless steel or monel. Buried valves shall have the valve stems extended or adjusted to locate the top of the operating nut no more than 24 inches (0.6 meter) below finish grade. f). Unless otherwise indicated, motorized butterfly valves shall be equipped with 230/460 volt, 3 -phase reversing motor operators, extended as required to 511S 04/05/99 Page 3 Water Valves Current Version: 4/05/99; Previous Version: 8115/97 locate the center line of the operator shaft approximately 4 feet to 4 feet, 6 inches (1.2 to 1.4 meters) above finish grade. Operators shall be equipped with cast iron or malleable iron manual override hand wheel with a valve position indicator, local push button controls, lighted status /position indicator, torque and travel limit switches and all switches, relays and controls (except external power and signal wiring) necessary for both local and remote operation. (2) Performance Requirements a). Unless otherwise indicated, valve operators shall be sized to seat, unseat, open and close the valve with 150 psi (1 megapascal) shutoff pressure differential across the disk and allow a flow velocity of 16 feet (4.9 meters) per second past the disc in either direction. b). Motorized valve motors shall be capable of producing at least 140 percent of the torque required to operate the valves under conditions of maximum non - shock shutoff pressure without exceeding a permissible temperature rise of 131 ° F over 104 ° F ambient (55 degrees Celsius over 40 degrees Celsius ambient); they shall have a duty rating of not less than 15 minutes and shall be capable of operating the valve through 4 1/2 cycles against full unbalanced pressure without exceeding the permissible temperature rise. Motors shall be suitable for operating the valve under maximum differential pressure when voltage to motor terminals is 80 percent of nominal voltage. Motor bearings shall be permanently lubricated and sealed. (C) Ball Valves: Ball valves shall be brass, bronze, stainless steel or PVC as indicated on the Drawings or Details or as approved by the Engineer. (D) Air - Vacuum Release Valves (1) Valves shall be combination air - release, air - vacuum units having small and large orifice units contained and operating within a single body or assembled unit. The small orifice system shall automatically release small volumes of air while the pipe is operating under normal conditions. The large air - vacuum orifice system shall automatically exhaust large volumes of air while the pipe is being filled and shall permit immediate re -entry of air while being drained. Valves shall be rated for at least 150 psi (1 megapascal) (maximum) normal service pressure. (2) Material Requirements Valve exterior bodies and covers shall be cast iron. Internal bushings, hinge pins, float guide and retaining screws, pins, etc., shall be stainless steel or bronze. Orifice seats shall be Buna -N rubber. Floats shall be stainless steel, rated at 1000 psi (6.9 megapascals). 511S 04/05/99 Page 4 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 Unless otherwise indicated, these valves shall be as included in the Standard Products List (SPL WW -367 for water, WW -462 for wastewater force mains). E) Fire Hydrants All fire hydrants shall be Dry Barrel, Traffic Model (break- away), Post Type having Compression Type Main Valves with 5 1/4" (133 mm) opening, closing with line pressure. Approved models are listed on SPL WW -3 of the Water and Wastewater Utility Standard Products List. (1) Applicable Specifications AWWA C -502 current: "AWWA Standard for Dry- Barrel Fire Hydrants". NFPA 1963: "National (American) Standard Fire Hose Coupling Screw Thread" and City of Austin 4 inch (102 mm) Fire Hose Connection Standard (Available upon request from Standards Committee Secretary at 322 - 2806). ANSI A -21.11 current: "American National Standard for Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings". (2) Functional Requirements Design Working Pressure shall be 200 psi (1.38 megapascals) and a test pressure of 400 psi (2.76 megapascals). Inlet shall be side connection hub end for mechanical joint (ANSI A- 21.11- current). Shoe shall be rigidly designed to prevent breakage. Lower Barrel shall be rigid to assure above ground break at traffic feature. Bury length of hydrant shall be four (4) feet (1.2 meters) minimum, five (5) feet (1.5 meters) maximum (hydrant lead pipe may be elbowed up from main using restrained joints; flanged joints in lead pipes are not allowed). Flange type connections between hydrant shoe, barrel sections and bonnet shall have minimum of 6 corrosion resistant bolts. Hydrant Main Valve shall be 5 1/4 inch (133 mm) I.D. Valve stem design shall meet requirements of AWWA C502, with Operating Nut turning clockwise to close. Operating Nut shall be pentagonal, 1 1/2 inch (38 mm) point to flat at base, and 1 7/16 inches (36.5 mm) at top and 1 inch (25 mm) minimum height. Seat ring shall be bronze (bronze to bronze threading), and shall be removable with light weight stem wrench. Valve mechanisms shall be flushed with each operation of valve; there shall be a minimum of two (2) drain ports. Traffic Feature shall have replaceable break -away ferrous metal stem - coupling held to stem by readily removable type 302 or 304 stainless steel fastenings. Break -away flange or frangible lugs shall be designed to assure above - ground break. Break -away or frangible bolts will not be acceptable. Outlet Nozzles shall be located approximately 18 inches (450 mm) above ground. Each hydrant shall have two (2) 2 1/2 inch (63.5 mm) nozzles 180 degrees apart with National (American) Standard Fire Hose Coupling Screw Thread NFPA 1963 and one (1) 4 inch (102 mm) pumper nozzle with City of Austin standard thread —six (6) threads per inch (25 mm) "Higbee" cut, 4.8590 inch (123.4 mm) O.D., 4.6425 inch (117.9 mm) root diameter. Nozzles shall be 511S 04/05/99 Page 5 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 threaded or cam - locked, 0-ring sealed, and shall have type 302 or 304 stainless steel locking devices. Nozzle caps (without chains) and cap gaskets shall be fumished on the hydrant. The cap nut shall have the same configuration as the operating nut. Hydrants shall be Dry-Top Construction, factory lubricated oil or grease with the lubricant plug readily accessible. The system shall be described for City approval. A blue reflective delineator of a type approved by the Engineer shall be placed 2 to 3 feet (0.6 to 0.9 meters) offset from the centerline of paved streets, on the side of and in line with, all newly installed fire hydrants. Hydrant shall have double 0-ring seals in a bronze stem sheath housing to assure separation of lubricant from water and shall have a weather cap or seal, or both, as approved by the Owner, to provide complete weather protection. (3) Material Requirements All below ground bolts shall be corrosion resistant. The hydrant valve shall be Neoprene, 90 durometer minimum. The seat ring, drain ring, operating nut and nozzles shall be bronze, AWWA C -502 current, containing not over 16 percent zinc. Break -away stem coupling shall be of ferrous material; its retaining pins, bolts, nuts, etc. of type 302 or 304 stainless steel. Coatings shall be durable and applied to clean surfaces. Exterior surfaces above ground shall receive a coating of the type and color specified in the applicable version of City of Austin SPL WW -3. The coating shall be applied according to coating manufacturer's specifications. Other exposed ferrous metal shall receive asphalt -based varnish, or approved equal, applied according to the coating manufacturer's specifications. (F) Pressure /Flow Control Valves: All control valves to regulate pressure, flow, etc., in City lines shall be models listed in the City of Austin Water and Wastewater Standard Products List (SPL). (G) Drain Valves: Drain valve materials and installation shall conform to City of Austin Standard Detail No. 511-9/511S-9. 511S.4 Construction Methods (A) Setting Valves, Drains and Air Releases Unless otherwise indicated, main line valves, drain valves and piping, air and vacuum release assemblies and other miscellaneous accessories shall be set and jointed in the manner described for cleaning, laying, and jointing pipe. Unless otherwise indicated, valves shall be set at the locations shown on the Drawings and such that their location does not confict with other appurtenances such as curb ramps. Valves shall be installed so that the tops of operating stems will be at the proper elevation required for the piping at the location indicated above. Valve 511S 04/05/99 Page 6 Water Valves Current Version: 4105199; Previous Version: 8/15/97 boxes and valve stem casings shall be firmly supported and maintained, centered and aligned plumb over the valve or operating stem, with the top of the box or casing installed flush with the finished ground or pavement in existing streets, and installed with the top of the box or casing approximately 6 inches (150 mm) below the standard street subgrade in streets which are excavated for paving construction or where such excavation is scheduled or elsewhere as directed by the Engineer or designated representative. Drainage branches or air blowoffs shall not be connected to any sanitary sewer or submerged in any stream or be installed in any other manner that will permit back siphonage into the distribution system (see City of Austin "Standard Detail Drawings - Series 500/500S "). Every drain line and every air release line shall have a full sized independent gate valve flanged directly to the main. Flap- valves, shear gates, etc., will not be accepted. (B) Setting Fire Hydrants: Fire hydrants shall be located in a manner to provide accessibility and in such a manner that the possibility of damage from vehicles or conflict with pedestrian travel will be minimized. Unless otherwise directed, the setting of any hydrant shall conform to the following: Hydrants between curb and sidewalk on public streets, shall be installed as shown on Standard 511- 17/511S -17, with outermost point of large nozzle cap 6" to 18" (150 mm to 450 mm) behind back of curb. Where walk abuts curb, and in other public areas or in commercial areas, dimension from gutter face of curb to outermost part of any nozzle cap shall be not less than 3 feet (0.9 meters), nor more than 6 feet (1.8 meters), except that no part of a hydrant or its nozzle caps shall be within 6 inches (150 mm) of any sidewalk or pedestrian ramp. Any fire hydrant placed near a street corner shall be no less than 20 feet (6 meters) from the curb line point of tangency. Fire hydrants shall not be installed within nine feet (2.75 meters) vertically or horizontally of any sanitary sewer line regardless of construction. All hydrants shall stand plumb; those near curbs shall have the 4 inch (102 mm) nozzle facing the curb and perpendicular to it. The hydrant bury mark shall be located at ground or other finish grade; nozzles of all new hydrants shall be approximately 18 inches (450 mm) above grade. Lower barrel length shall not exceed 5 feet (1.5 meters). Barrel extensions are not permitted unless approved by the Engineer. Each hydrant shall be connected to the main by 6 inch (152 mm) ductile iron pipe; a 6 inch (152 mm) gate valve shall be installed in the line for individual shutoff of each new hydrant. . Below each hydrant, a drainage pit 2 feet (0.6 meter) in diameter and 2 feet (0.6 meter) deep shall be excavated and filled with compacted coarse gravel or broken stone mixed with coarse sand under and around the bowl of the hydrant, except where thrust blocking is situated (City of Austin Specification Item 510/510S and Standard Detail 510- 6/510S -6) and to a level 6 inches (150 mm) above the hydrant drain opening. No hydrant drainage pit shall be connected to a sanitary sewer. Cover drain gravel with filter fabric to prevent blockage of voids in the gravel by migration of backfill material. The bowl of each hydrant shall be well braced against unexcavated earth at the end of the trench with concrete thrust blocking (taking care not to obstruct the hydrant drain holes), or the hydrant shall be tied to the pipe with 511S 04/05/99 Page 7 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 approved metal hamess rods and clamps, or the valve and lateral between the main and the hydrant may be restrained with approved restrained joints of pipe. Hydrants shall be thoroughly cleaned of dirt or foreign matter before setting. Fire hydrants on mains under construction shall be securely wrapped with a poly wrap bag or envelope taped into place. When the mains are accepted and placed in service the bag shall be removed. (C) Pressure Taps: Refer to Item No. 510.3 (24)1510S.3 (24), "Pipe ". (D) Plugging Dead Ends: Standard plugs shall be inserted into the bells of all dead ends of pipes, tees or crosses and spigot ends shall be capped. All end plugs or caps shall be secured to the pipe conforming to Item No. 510.3 (22)/5105.3 (22), "Pipe ". (E) Protective Covering: Unless otherwise indicated, all flanges, nuts, bolts, threaded outlets and all other steel component shall be coal tar coated and shall be wrapped with standard minimum 8 -mil (0.2 mm) low density polyethylene film or a minimum 4 -mil (0.1 mm) cross laminated high - density polyethylene meeting ANSI /AWWA Specification C- 105- current, with all edges and laps taped securely to provide a continuous and watertight wrap. Repair all punctures of the polyethylene, including those caused in the placement of bedding aggregates, with duct tape to restore the continuous protective wrap before backfilling. (F) Valve Box, Casing and Cover: Stems of all buried valves shall be protected by valve box assemblies. Valve box castings shall conform to ASTM A 48, Class 30B. Testing shall be verified by the manufacturer at the time of shipment. Each casting shall have cast upon it a distinct mark identifying the manufacturer and the country of origin. (G) Drain Valve Installations: Refer to City of Austin Standards 511- 9/511S -9. (H) Air Release Assemblies: Refer to City of Austin Standards 511- 1/511S -1, 511- 2/511S -2, and 511- 3/511S -3. (I) Pressure /Flow Control Valves: Assemblies shall be installed as indicated. (J) Connections to Existing System: Refer to Item No. 510/510S, "Pipe" for connections to the existing system. (K) Shutoffs: Refer to Item No. 510 /510S, "Pipe" for shutoffs. 5115.5 Measurement All types of valves will be measured per each. Fire hydrants and drain valves will be measured per each. Fire Hydrant and Drain Valve barrel extensions will be measured per vertical foot (meter: 1 meter equals 3.28 feet). Pressure /Flow control valve assemblies and both manual and automatic air release assemblies will be measured per each. 511 S.6 Payment 511S 04/05/99 Page 8 Water Valves Current Version: 4105199; Previous Version: 8/15/97 Payment shall include full compensation, in accordance with the pay item established in the bid, for excavation, fumishing, hauling and placing valves and barrel extensions including anchorage and all incidental and subsidiary materials and work; preparing, shaping, dewatering, shoring of trenches, bedding, placing and compacting backfill materials and for all other incidentals necessary to complete the installation, as indicated in the Drawings, complete in place. Payment for iron fittings and for wet connections are covered in Item No. 510.61510S.6, 'Pipe" (A) Valves: Valves wiil be paid for at the unit bid price for the size and type valve installed, including valve stem casing and cover, excavation and backfill, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation. (B) Fire Hydrants: Fire Hydrants installation shall be paid for at the unit bid price, including fittings, between the main line and the fire hydrant, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation; but shall not include pipe and valve between the main line and fire hydrant. (C) Pressure /Flow Control Assemblies: Pressure control and flow control valve assemblies will be paid for at the unit bid price, including box or vault, setting, adjusting to grade, anchoring in place, adjusting the control device to the required conditions, providing other appurtenances necessary for proper operation, and placing in operation. (D) Drain Valve Assemblies: Drain valve installation shall be paid for at the unit bid price, including fittings between the main line and the drain valve, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation; but shall not include pipe and valve between the main line and drain hydrant. (E) Manual Air Release: Manual air release installations will be paid for at the unit bid price and shall include valves, fittings, pipe, tapping the main, box and cover, and other appurtenances necessary for proper operation. (F) Automatic Air - Vacuum Valves: Automatic air - vacuum release assemblies will be paid for at the unit bid price and will include the main line tap or outlet, all pipe, valves, fittings, box or vault and cover, and other appurtenances necessary for proper operation. Payment, when included as a contract pay item, will be made under one of the following: Pay Item No. 511S -A: Valves, Type, Diameter- Per Each. Pay Item No. 511S- B:Fire Hydrants Per Each. Pay Item No. 511S- D:Pressure or Flow Control Valve Assemblies - - - -- Per Each. Pay Item No. 511S- E:Drain Valve Assemblies --- - - - - -- — — — Per Each. Pay Item No. 511S- F:Manual Air Release Assemblies Diameter — Per Each. Pay Item No. 511S- G:Automatic Combination AirNacuum Release Valve Assembly, Diameter. -- Per Each. Pay Item No. 511S-R: Iron Body Resilient Seated Gate Valve, 5115 04/05/99 Page 9 Water Valves END Current Version: 4/05/99; Previous Version: 8/15/97 16" (406 mm) Diameter. —Per Each. SPECIFIC CROSS REFERENCE MATERIALS Specification 511S, "Water Valves" City of Austin Standard Specification Items Designation Description Item No. 510 ,, Pipe Item No7510.3 (22) Pipe Anchorage, Support and Protection Item No. 510.3(24) Water System Connections City of Austin Standard Details Designation Description 511S -1 1" (25 mm) –2" (76 mm) Air Release Valve Installation (Type I) 511 S -2 3" (76 mm) or Larger AirNacuum Valve Installation (Type II) 511 S -3 3" (76 mm) or Larger AirNacuum Valve Installation (Type III) 511S -9 Drain Valve Installation 511S -17 Standard Fire Hydrant Installation City of Austin Standard Products Designation Description WW -3 Standard Products List for Fire Hydrants WW -282 Standard Products List for Valves, Gate, Resilient Seated WW-367 Standard Products List for Air Release Valves, Water WW-462 Standard Products List for Air Release Valves, Wastewater ANSI /AWWA Standards ' Designation Description A -21.11 American National Standard for Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings C -105 American National Standard for Polyethylene Encasement for Ductile -Iron Pipe C -500 Metal- Seated Gate Valves for Water Supply Service C -502 Dry- Barrel Fire Hydrants C -504 Rubber - Seated Butterfly Valves C509 Resilient Seated Gate Valves for Water and Sewerage Systems ASTM Standards Designation Description ASTM A48/A48M Specification for Gray Iron Castings ASTM A 536 Specification for Ductile Iron Castings National Fire Protection Association (NFPA) 1963 National (American) Standard Fire Hose Coupling Screw Thread RELATED CROSS REFERENCE MATERIALS Specification 511S, "Water Valves" City of Austin Standard Specification Items Designation Description Item No. 501 Item No. 502 Item No. 503 Jacking or Boring Tunneling Frames, Grates, Rings and Covers 511S 04/05/99 Page 10 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 Item No. 505 Concrete Encasement and Encasement Pipe Item No. 506 Manholes Item No. 507 Bulkheads Item No. 508S Miscellaneous Structures and Appurtenances Item No. 509 Trench Safety Systems 511S 04/05/99 Page 11 Water Valves Present 602S Version (11115/99) Replaces Previous Item No. 602 (4/17186) Item No. 602S Sodding for Erosion Control 602S.1 Description This item shall govern planting of Bermuda grass; St. Augustine or other acceptable grass sod at locations indicated on the Drawings or as directed by the Engineer or designated representative in accordance with this Standard Specification Item. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text and accompanying tables, the inch -pound units are given preference followed by SI units shown within parentheses. 602S.2 Submittals The submittal requirements for this specification item shall include the identification of the type and source of sodding, the type of mulch, type of tacking agent and type and rate of application of fertilizer. 602S.3 Materials A. Block and Mulch Sod The sod shall consist of live, growing Bermuda Grass, St. Augustine grass, when shown on the Drawings, or other acceptable grass sod indicated on the Drawings secured from sources that are approved by the Engineer or designated representative. Bermuda Grass sod, St. Augustine sod or other grass sod as shown on the Drawings shall have a healthy, virile root system of dense, thickly matted roots throughout the soil of the sod for a minimum thickness of 1 inch (25 millimeters). The thickness measure does not include grass. The sod shall be cut in rectangular pieces with its shortest side not less than 12 inches (300 mm). The Contractor shall not use sod from areas where the grass is thinned out nor where the grass roots have been dried out by exposure to the air and sun to such an extent as to damage its ability to grow when transplanted. The sod shall be substantially free from noxious weeds, Johnson grass or other grasses and shall not contain any matter deleterious to its growth or which might affect its subsistence or hardiness when transplanted. Unless the area has been closely pastured, it shall be closely mowed and raked to remove all weeds and long standing stems. Sources from which sod is to be secured shall be approved by the Engineer or designated representative. Care shall be taken at all times to retain the native soil of the roots of the sod during the process of excavating, hauling and planting. Sod material shall be kept moist from the time it is dug until it is planted. The sod existing at the source shall be watered to the extent required by the Engineer or designated representative prior to excavating. 602S 11/15/99 Page 1 Sodding for Erosion Control Present 602S Version (11/15199) Replaces Previous Item No. 602 (4/17/86) B. Fertilizer Fertilizer and the rate of application shall conform to the requirements of Standard Specification Item No. 606S, "Fertilizer". C. Mulch Straw mulch shall be oat, wheat or rice straw. Hay mulch may be substituted for straw mulch and shall be Prairie Grass; Bermuda grass or other hay approved by the En or designated representative. The hay or straw mulch 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. D. Water Water shall be fumished by the Contractor and shall be clean and free of industrial wastes and other substances harmful to the growth of sod or to the area irrigated. E. Tacking Agents Tacking agents for straw or hay mulch shall be as shown on the Drawings. 602S.4 Planting Season All planting shall be done between April and November except as specifically authorized in writing by the Engineer or designated representative. 602S.5 Construction Methods A. General After the designated areas have been completed to the lines, grade and cross sections indicated on the Drawings, the surface shall be worked to a depth of not less than 4 inches (100 mm) with a disc, tiller or other equipment approved by the Engineer or designated representative. Fertilizer nutrients shall be applied and tilled. Areas that become crusted shall be reworked to an acceptable condition before sodding. Sodding of the type specified shall conform to the requirements of this Specification Item. The Contractor shall give continuous care to the sodded area until the sod is accepted. B. Placement The sod shall be placed on the prepared surface with the edges in close contact and alternate courses staggered. In ditches the sod shall be placed with the longer dimension perpendicular to the flow of water in the ditch. On slopes, starting at the bottom of the slope, the sod shall be placed with the longer dimension parallel to the contours of the ground. The exposed edges of sod shall be buried flush with the adjacent soil. On slopes exceeding 3:1 or where the sod may be displaced, the sod shall be pegged with not less than 4 stakes or ground 602S 11/15/99 Page 2 Sodding for Erosion Control Present 602S Version (11/15/99) Replaces Previous Item No. 602 (4/17/86) staples per square yard (square meter) with at least 1 stake or ground staple for each piece of sod. Pegs shall be of wood lath or similar material, pointed and driven with the flat side against the slope, 6 inches (150 mm) into the ground, leaving approximately 1/2 inch (12.5 mm) of the top above the ground. Ground staples shall not be less than 13 inches (330 mm) in length and shall be constructed of No. 11 gage (3 mm) wire that is bent to form a "U" approximately 1 inch (25 mm) in width. C. Wafering Immediately after the area is sodded, it shall be watered with a minimum of 5 gallons of water per square yard (22.5 liters per square meter) and at 10 day intervals as needed and as directed by the Engineer or designated representative. Subsequent to the initial application water shall be applied at a minimum rate of 3 gallons per square yard (13.5 liters per square meter), as required on the Drawings or as directed by the Engineer or designated representative until final acceptance by the City or until the grass uniformly reaches a height of 2 1/2 inches (62.5 mm). Availability of water from Water and Waste Water Utility will be limited as stated under the Water Conservation Standard, City of Austin Land Development Code Chapter 4 -2, Article II, "Emergency and Peak Day Water Use Management ". D. Finishing Where applicable, the shoulders, slopes and ditches shall be smoothed after planting has been completed and shaped to conform to the desired cross sections shown on the Drawings. Any excess soil from planting operations shall be spread uniformly over adjacent areas or disposed of as directed by the Engineer or designated representative so that the completed surfaces will present a neat appearance. All sodded areas shall be rolled after the initial watering application, when sufficiently dry. 602S.6 Block Sodding At locations indicated on the Drawings or where directed by the Engineer or designated representative, sod blocks shall be carefully placed on the prepared areas. The fertilizer shall then be applied in accordance with the applicable provisions of Item No. 606S, "Fertilizer" and thoroughly watered. When sufficiently dry, the sodded area shall be rolled or tamped to form a thoroughly compacted, solid mat. Any voids left in the block sodding shall be filled with additional sod and tamped. Surfaces of block sod which, in the opinion of the Engineer or designated representative may slide due to the height and slope of the surface or nature of the soil, shall be pegged with wooden pegs driven through the sod blocks into firm earth sufficiently close to hold the block sod firmly in place. Edges along curbs and drives, walkways, etc., shall be carefully trimmed and maintained until the sodding is accepted. 602S.7 Mulch Sodding 602S 11/15/99 Page 3 Sodding for Erosion Control Present 602S Version (11/15/99) Replaces Previous Item No. 602 (4/17/86) The sod source shall be disked in 2 directions cutting the sod thoroughly to a depth of not less than 4 inches (100 mm). Sod material shall be excavated to a depth of not more than 2 inches (50 mm) below the existing root system, being careful to avoid having soil containing no grass roots. The disked sod may be windrowed or otherwise handled in a manner satisfactory to the Engineer or designated representative. The material shall be rejected if not kept in a moist condition. Prior to placement of mulch sod, the cut slopes shall be scarified by plowing furrows 4 inches (100 mm) to 6 inches (150 mm) deep along horizontal slope lines at 2 foot (600 mm) vertical intervals. Excavated material from the furrows shall not protrude more than 3 inches (75 mm) above the original surface of the cut. Fertilizer shall be distributed uniformly over the area in accordance with the applicable provisions of Item No. 606S, "Fertilizer". The sod shall then be deposited upon the prepared area and spread uniformly to the thickness indicated on the Drawings. Any section that is not true to lines and cross sections shall be remedied by the addition of sod material or by reshaping the material to meet the requirements of "Finishing "[Section 602S.5 (4)]. After the sod material has been spread and shaped, it shall be thoroughly wetted and compacted with a corrugated roller of the "Cultipacker" type. All rolling of slope areas shall be on the contour. 602S.8 Measurement Work and acceptable material for "Sodding for Erosion Control" will be measured by the .square yard (square meter: 1 square meter is equal to 1.196 square yards) complete in place with a minimum of 95 percent growth with a 2 1/2 inch (62.5 mm) stand of grass. 602S.9 Payment The work performed and materials furnished and measured as provided under "Measurement" will be paid for at the unit bid price for Bermuda Block Sodding ", "St. Augustine Block Sodding ", "Bermuda Mulch Sodding" or "Other Approved Grass Sodding ". The prices shall each represent full compensation for completion of the work including all water applications, rolling, pegging and fertilizer as indicated on the Drawings. Payment will be made under one of the following: Pay Item No. 602S -A: Pay Item No. 602S -B: Pay Item No. 602S -C: Pay Item No. 602S -D: End Bermuda Block Sodding - St. Augustine Block Sodding - Bermuda Mulch Sodding - Grass Sodding - Per Square Yard. Per Square Yard. Per Square Yard. Per Square Yard. 602S 11/15/99 Page 4 Sodding for Erosion Control Present 602S Version (11/15/99) Replaces Previous Item No. 602 (4/17/86) SPECIFIC CROSS REFERENCE MATERIALS Specification 602S, "Sodding for Erosion Control" City of Austin Land Development Code Designation • Description Chapter 4 -2, Article II Emergency and Peak Day Water Use Management City of Austin Standard Specification Items Designation " Description Item No. 606S Fertilizer RELATED CROSS REFERENCE MATERIALS Specification 602S, "Sodding for Erosion Control" City of Austin Standard Designation Item No. 110S Item No. 111S Item No. 120S Item No. 132S Item No. 601S Item No. 604S Item No. 608 Item No. 610 Item No. 100 Item No. 110 Item No. 160 Item No. 162 Item No. 164 Item No. 166 Item No. 168 Item No. 204 Specification Items Description Street Excavation Excavation Channel Excavation Embankment Salvaging and Placing Topsoil Seeding for Erosion Control Planting Preservation of Trees and Other Vegetation Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation Description Preparing Right of Way Excavation Fumishing and Placing Topsoil Sodding for Erosion Control Seeding for Erosion Control Fertilizer Vegetative Watering Sprinkling 602S 11/15/99 Page 5 Sodding for Erosion Control (e) Wounds to exposed roots, trunks or limbs by mechanical equipment. (f) Other activities detrimental to trees such as chemical storage, cement truck cleaning, and fires. Exceptions to installing fences at the Critical Root Zone may be permitted in the following cases: (a) Where trees are close to a proposed building or other construction activity, erect the fence to allow the minimum necessary work space between the fence and the structure and apply organic mulch to a depth of four (4) to six (6) inches in the unprotected root zone area; (b) Where permeable paving is to be inStalled -within a tree's Critical Root Zone, erect the fence at the outer limits of the permeable paving area prior to any site grading (no grading shall take place under permeable paving); (c) Where there are street -side pedestrian walkways, fences shall be constructed in a manner which does not obstruct safe passage; (d) Where there are severe space constraints due to tract size or other special requirements, the Contractor shall contact the City Arborist on Site Permit projects or the Engineer /Architect for City Administered projects to discuss altematives. Where any of the above exceptions result in a fence being closer than five (5) feet to a tree trunk, the Contractor shall: protect the trunk with strapped -on planking to a height of 8 feet (or to the limits of lower branching) in addition to the reduced fencing provided. (2) Repair of Damage Tree roots scarred by equipment shall be cut cleanly and covered with top soil. When tree roots are pruned, a comparable portion of selected branches shall be cut from the tree on the opposite side. Limb pruning shall be made at the branch collar as indicated. All limbs greater than 1 inch in diameter shall be precut to prevent splitting. All cut limbs shall be treated with an approved tree dressing. Tools shall be disinfected with alcohol or 5 ppm chlorine solution between trees to prevent transmitting diseases. All trees damaged during construction shall receive an application of fertilizer within the drip line conforming to Item No. 606, "Fertilizer" at the rate of 4 pounds per caliper inch. (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. 610 8/25/95 Page 3 Preservation of Trees and Other Vegetation (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 tieg'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. (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. 610 8/25/95 Page 2 Preservation of Trees and Other Vegetation 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ITEM NO. 610 PRESERVATION OF TREES AND OTHER VEGETATION 1 610.1 Description ' This item shall consist of the proper care and treatment of all trees and other vegetation in the vicinity of any development activity. 1 610.2 Materials (1) Protective Fencing Protective fencing refers to materials used to protect the root zones of trees. Three basic types of protective fencing materials shall be used as indicated. Type A and Type B are typical, and shall be_installed where damage potential is high. Type C is to be installed where damage potential is minimal. Type C fence materials shall be subject to approval by the City Arborist for Site Permit Projects, or the Engineer /Architect for City administered projects. It shall be replaced by Type A or Type B fencing if it fails to perform the necessary function. ' Type A Chain Link fence (Typical) Six -foot chain link fencing with tubular steel support poles. 1 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 alternates for limited application where tree damage potential is minimal (as determined by the City Arborist on Site Permit Projects, or the Engineer /Architect on City administered projects): (a) Mesh type field fencing with fluorescent surveyor's flagging. (b) High visibility plastic construction fencing. Fabric shall be 4' feet in width, made of high density polyethylene resin, extruded and stretched to provide a highly visible intemational orange, non - fading fence which will remain flexible from -60 F to 200 F, and be inert to most chemicals and acid. Pattem may vary from diamond to circular with a minimum weight per foot of 0.4 lbs. /Ft., a 4 foot width minimum tensile yield strength (Horiz.) of 2000 psi, ultimate tensile strength of 2680 psi ( Horiz.) and a maximum opening no greater than 2 inches. (c) Other approved equivalent restraining material. All of the above fencing materials shall be supported with -steel pipe, tee posts, U posts or 2" x 4' timber posts, 5' /z feet in length minimum, spaced no more than 8 feet on centers. Fabric to be secured to post by bands or wire ties. 610 8/25/95 Page 1 Preservation of Trees and Other Vegetation PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 Section 2.7.2.G Irrigation Section 3 Tree and Natural Area Preservation Section 3.3.2 General Tree Survey Standards Section 3.3.2.A.1 Diameter Section 3.5.4.A.6 Mitigation Measures - Enforcement Criteria Section 3.5.0 Design Criteria Section 3.5.4 Mitigative Measures Section 3.5.4.E Transplanting Section 5 Construction in Parks Section 5.3.0 N`N Route Selection Section 5.3.1 Tree Survey Appendix K Arboricultural Practices - Parks Appendix K, I Tree Protection Appendix K, II Treatment of Minor Wounds or Breakage Appendix N Professional Plant List Appendix 0 Site Development Permit - Irrigation Notes Appendix P -2 Standard Notes for Trees and Natural Area Protection Figure 1 -27 Grasses Figure 1 -33 Rare Plants in the Austin Area City of Austin Transportation Criteria Manual Designation Description Section 1.4.3 Classification Design Criteria - Section 6.2.3 Transportation Criteria for Landscaping 1 RELATED CROSS REFERENCE MATERIALS 1 City of Austin Standard Specifications Description Preparing Right of Way Excavation Salvaging and Placing Topsoil Designation Item No. 101S Item No. 111S Item No. 601S Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation Description tem No. 100 Preparing Right of Way tem No. 110 Excavation tem No. 160 Fumishing and Placing Topsoil tem No. 166 Fertilizer tem No. 168 Vegetative Watering tem No. 170 Irrigation System tem No. 192 - Roadside Planting and Establishment 608S 3/27/00 Page 16 Planting 1 I1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 December 15 or as specifically permitted by the Engineer or designated representative. Plant material for the replacement planting shall meet all the requirements specified for the original plant material and shall be planted in accordance with the planting instructions listed under "Construction Methods ", except that no further plant replacement will be required. Working days stated in the Contract shall apply to the initial construction period only and will not include the time necessary for replanting. A final inspection shall be made within 10 days after the replacement planting is completed. 608S.8 Measurement Work and accepted material as prescribed for this item including "Plant Establishment" will be measured as each plant of the type and size complete and in place. 608S.9 Payment Work performed and accepted material as prescribed by this item, measured as provided under "Measurement ", will be paid for at the unit bid price bid for each plant of the type and size specified, complete and in place. The unit bid price shall include full compensation for furnishing all labor, pruning, mowing, insect control, disease control, animal control, watering, fertilizing, herbiciding, litter pickup, maintenance, tools, equipment, materials, supplies and incidentals necessary to complete the work. Payment will be made under: Pay Item No. 608S - Planting Type _, Size in inches_ Pay Item No. 608S-2: Irrigation System End 1 SPECIFIC CROSS REFERENCE MATERIALS City of Austin Standard Specifications Designation Description Item No. 606S Fertilizer RELATED CROSS REFERENCE MATERIALS City of Austin Environmental Criteria Manual Designation Section 1 Section 1.4.4 Section 1.5.0 Section 1.5.3 Section 1.5.3.D.6 Section 1.5.3.D.8 Section 1.5.3.D.9 Section 2 Section 2.4.1 Section 2.4 1.D Section 2.4 6 Section 2.4 6.A.1 Section 2.7.0 Section 2.7.2 Description Water Quality Management Vegetative Practices Vegetation Criteria Impact Minimization and Restoration Planning Discussion -Plant Protection Salvaging Trees and Shrubs Transplanting Procedure Landscape Street Yard Street Yard Trees Irrigation of Landscape Areas 'Owner responsibility for irrigation Hill Country Roadway Landscape Criteria Design Criteria Per Each. Lump Sum 608S 3/27/00 Page 15 Planting PRESENT VERSION: 3/27/00 Previous Version: 4117/86 Any damaged or destroyed stakes, guys or braces shall be replaced by the Contractor in accordance with the details shown on the Drawings. This shall include any adjustment to the staking or guying to prevent girdling of plants. E. Pruning When directed by the Engineer or designated representative or shown on the Drawings, plants shall be pruned by the Contractor to the satisfaction of the Engineer or designated representative. Dead or damaged limbs on trees and shrubs, including suckergrowth on trunks of trees, shall be removed. All pruning shall -be accomplished with tools specifically designed for this purpose. All pruned material shall become the property of the Contractor and shall be disposed of in a manner approved by the Engineer or designated representative. F. Insect, Disease and Animal Control The Contractor shall treat the plants and /or the planted areas in accordance with accepted methods of horticultural practices and the Texas Department of Agriculture guidelines regarding the use of pesticides. The Contractor shall also follow the manufacturer's instructions for the use and application of any pesticides. G. Litter Pick -Up Unless shown otherwise on the Drawings, the Contractor shall collect and dispose of all litter within the landscaped areas. The work shall be performed at the frequency shown on the Drawings or as directed by the Engineer or designated representative. - — All litter shall become the property of the Contractor and shall be disposed of in a manner acceptable to the Engineer or designated representative. H. Fertilization During the 90-day establishment period, the Contractor shall fumish and apply fertilizer only to those plants as shown on the Drawings. The analysis, times and rates of application shall be as shown on the Drawings. The type of fertilizer and method of application shall be as shown on the Drawings or as approved by the Engineer or designated representative. I. Plant Removal In the judgement of the Engineer or designated representative, any plant that is dead or dying for reasons beyond the control of the Contractor and is not to be replaced shall be removed by the Contractor to the satisfaction of the Engineer or designated representative. This shall include repair of the plant pit and the surrounding area. 608S.7 Acceptability of Plants Between 90 to 100 days following the initial planting and initial plant replacement, the Engineer or designated representative will make an inspection of the project to determine the acceptability of the plant material. At this time, an inventory of missing, dead or rejected plant material will be made and the Contractor notified that the plants on the inventory are to be replanted the following planting season between November 15 and 608S 3/27/00 Page 14 Planting i ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 designated representative, "Plant Establishment" shall commence with notice of substantial completion and shall extend for a minimum of six (6) months or to the following November 15, which ever results in a later date. For the work of "Plant Establishment ", all possible means shall be employed to preserve the plants in a healthy and vigorous growing condition to insure their successful establishment. The Contractor shall perform all of the activities listed below during placement of all the plants. After the completion of the installation, as shown on the Drawings and as approved by the Engineer or designated representative, the Contractor shall perfomm the following activities for a period of 90 calendar days: A. Mulching, Plant Basin and Bed Maintenance The Contractor shall reshape or reform the existing plant basins and beds as necessary to conform to the Drawings, and as approved by the Engineer or designated representative. As a part of the plant basin and bed maintenance, weeds and grass shall be removed prior to the application of mulch. Unless otherwise shown the Drawings, the mulch shall be maintained to a minimum depth of 2 to 3 inches (50 to 75 mm). The Contractor shall maintain the plant basins, beds and site fixtures generally free of weeds and grass or other materials detrimental to the growth of the plants or the appearance of the site. Herbicides, if approved by the Engineer or designated representative and used by the Contractor, shall be limited to the plant basin and perimeter thereof or around site fixtures as approved by the Engineer or designated representative. Extreme care shall be taken to insure that the herbicide does not come into contact with any part of the desirable plants. Under no circumstances shall the herbicide be used on days where the wind could cause drift hazard to desirable plants. The Contractor shall also follow the manufacturer's instruction for the use and application of any herbicide. B. Plant Irrigation The Contractor shall be required to meet the minimum watering requirements for all circumstances by a method approved by the Engineer or designated representative as stated under Subarticle 608S.5.H and /or as shown on the Drawings. Watering equipment other than an existing irrigation system shall have adequate and accurate measuring devices as approved by the Engineer or designated representative. C. Mowing and Trimming The Contractor shall mow and trim the areas identified on the Drawings. The work shall be performed at the frequency as shown on the Drawings. The initial cycle shall begin when directed by the Engineer or designated representative. Mowing heights shall be as shown on the Drawings or approved by the Engineer or designated representative. The Contractor shall use power equipment as approved by the Engineer or designated representative. Nylon cord trimmers shall not be used inside the plant basins or beds around plant material. D. Restaking, Reguying and Rebracing of Plants. 608S 3/27/00 Page 13 Planting PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 All plants shall receive mulching to a depth of 2 to 3 inches (50 to 75 mm) within the water basin or across the beds unless indicated otherwise on the Drawings. A small amount of backfill shall be sprinkled on top of organic mulch to hold it in place if directed by the Engineer or designated representative. If hay is used, the depth shall be 4 inches (100 mm) loose measurement. 0. Plant Material Removal and Replacement A plant shall be removed and replaced as directed by the Engineer or designated representative at ; any time during execution of the work under this Item including the Establishment Period if, in the judgement of the Engineer or designated representative, a plant is found to be in any of the following conditions: 1. Dead; 2. Dying; 3. Wilted for 48 hours or more; or 4. Any other signs of detrimental consequence. All replacement plants shall be the same species, size and quality as originally specified. The Contractor shall make every effort to ensure that the replacement material receives any additional care and maintenance required for the replacement plants to become well established. The Engineer will require replacement of plant material until satisfied that all of the plants on the work are in a healthy, vigorous condition. P. Maintenance and Initial Plant Replacement The Contractor shall water the plants as offen as necessary, cut the weeds and grass around the planted area including the plant basin and bracing, prune the plants, treat the plants in accordance with approved methods of horticultural practice where insects or disease affect the plants after planting and repair or replace the bracing as may be required or as ordered by the Engineer or designated representative until the planting project has been accepted for "Plant Establishment ". If the Contractor completes the initial planting prior to March 1 for balled and burlapped and bare root plants or April 1 for bag grown plants, he will be required to replant all material found to be missing, damaged or dead during this time. This replanting shall be done between March 1 and March 15 for balled and burlapped and bare root plants, between April 1 and April 15 for bag grown plants or as directed by the Engineer or designated representative. In the evbnt that the planting project is not completed by March 15 for balled and burlapped and bare root plants, or by April 15 for bag grown plants and no further planting is permitted until the following "Planting Season ", the partial planting will be cared for as prescribed under "Plant Establishment ". 608S.6 Plant Establishment "Plant Establishment" shall commence with the notice of substantial completion and shall extend to the following November 15 for those plantings that are completed in accordance with Subarticle 608S.5.P, ' Maintenance and Initial Plant Replacement'. In those instances where planting out of season' is allowed in writing by the Engineer or 608S 3/27/00 Page 12 Planting 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 From 20 to 40 percent of all foliage of mechanically transplanted plants shall be removed by pruning interior branching, entangled limbs and small branches. Structural branching shall not be removed prior to planting. Branch tips shall not be removed to attain the above percentage. K. Plant Supports and Bracing Trees Plant supports such as staking, guying and bracing shall be as shown on the Drawings or as required by the Engineer or designated representative. Trees be staked, guyed or braced for support during the same day as planted. Unless shown otherwise on the Drawings, the plants shall stand approximately vertical after staking, guying or bracing. The Contractor shall be responsible for material remaining approximately vertical and straight for all given conditions and shall repair plant supports as often as required until final acceptance of the work. All trees 1 1/4 inches (38 mm) and greater in caliper shall be adequately braced immediately after the plants have settled. Unless otherwise indicated on the Drawings, trees 1 1/4 to 2 inches (38 to 50 mm) in diameter shall be braced with 1 brace of sawed lumber, 2 x 2 inches (50 x 50 mm), nominal size, firmly fastened to the tree at a point 5 to 6 feet (1.5 to 1.8 meters) above ground or as directed by the Engineer or designated representative. Fastening shall not be accomplished by nails, staples, wire or other materials that may damage tree. Braces shall be of sufficient length to provide bracing when firmly driven into the ground. The tree trunk shall be adequately padded with a section of flexible hose at the point of attachment with a figure 8 tie. Trees, that are 2 inches to 4 inches (50 to 100 mm) in diameter, shall be braced with wires at a height of 6 to 8 feet (1.8 to 2.4 meters) above ground. The wires shall be firmly attached to 3 equally spaced concentric stakes that are firmly driven into the ground. The trunk of the tree shall be adequately and securely padded with rubber at the point of attachment of the wire to prevent damage. Wire shall be number 16 gauge (1.5 mm) galvanized. Trees larger than 4 inches (100 mm) in diameter shall be braced in accordance with notes on Drawings. The Contractor shall repair braces as often as required until acceptance of the project for "Plant Establishment ". L. Safety Flagging Tape Staking, guying or bracing, which present a hazard shall be clearly flagged as shown on the Drawings or directed by the Engineer or designate representative. M. Tree Trunk Protection All trees indicated on the Drawings to be wrapped shall be neatly and securely wrapped with a commercial tree wrapping material approved by the Engineer or designated representative. The tree wrapping shall begin at the base of the trunk and extend upward with a 50 percent overlap to the second whorl of branches. The tree wrapping material shall be secured at the top of wrap with soft twine or weatherproof type tape or any suitable method, approved by the Engineer or designated representative. Wire, metal bands or other material for this purpose that may cause injury or damage to plants shall not be used. N. Mulching 6085 3/27/00 Page 11 Planting PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 inch (300 mm) until the pit is two- thirds (2/3 full). The burlap shall then be opened on top of the root ball to expose the top one -third (113) of the root ball. The pit shall then be filled with water and the backfilling completed, working the backfill and water well to prevent any air pockets. For ball supporting devices such as wire baskets, the basket shall not be removed. The plant shall be placed in the prepared planting pit in the proper position and backfill shall be placed around the ball until the pit is about one -third (1/3) full. The basket shall be carefully removed to just above the backfill, leaving the_bottom po'i ion intact. Backfilling shall be completed as described above. 5. Containerized or Container Grown Plants At the time of planting the root ball and plant shall be carefully removed from the container to prevent damage to the plant and root ball. If in the opinion of the Engineer or designated representative a sufficient amount of soil has fallen off or the ball has been broken to such an extent as to reduce the chances of the plant to grow, the plant will be rejected. Container plants shall be acclimated to outside growing conditions. Container plants shall be placed and backfilled in the same manner as balled and burlapped plants. 6. Bag Grown Plants Prior to planting, the fabric bag shall be removed by using a knife to cut the side of the bag from top to bottom in three or four places of equidistant around the root ball. The bag shall be carefully peeled down and roots that do not easily peel away from the bag shall be pruned. The plastic bag shall then be pulled from under the root ball. Bag grown plants shall be placed and backflled in the same manner as balled and burlapped plants. H. Vegetative Watering During the planting operations, the Contractor shall keep the ground and backfill material moist to at least 12 inches (300 mm) around the root ball. The Contractor shall be required to meet the minimum watering requirements shown on the Drawings for all circumstances by a method approved by the Engineer or designated representative. When an irrigation system is shown on the Drawings, the Contractor shall coordinate his work to insure that the irrigation system is operational as the plants are installed. I. Anti- transpirants When shown on the Drawings, the Contractor shall apply anti - transpirants in accordance With the manufacturer's recommendations and as approved by the Engineer or designated representative. J. Pruning Plants shall not be pruned immediately before delivery to the work site, unless shown otherwise on the Drawings or as approved by the Engineer or designated representative. Common nursery pruning practices are acceptable. Any necessary pruning shall be done at the time of planting as approved by the Engineer or designated representative and shall be appropriate to the various types of plants and the special requirements of each. 608S 3/27/00 Page 10 Planting i' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 3/27/00 Previous Version: 4117186 Pruning of plants shall conform to the best horticultural practice and shall be appropriate to the various types of plants and the special requirements of each. Deciduous (non- evergreen) shrubs and trees with heavy tops shall have about 1/3 to 1/2 of the top growth removed. Plants otherwise acceptable, but with broken or badly bruised branches, shall have such branches removed with a clean cut. All cut surfaces over 1 inch (25 mm) in diameter shall be painted with an approved tree pruning compound. G. Planting and Backfilling In general the top of root ball shall stand after settlement of the backfill approximately level with the finish grade. When shown on the Drawings, fertilizer of the type and quantity specified shall be added on the backfill material prior to backfilling. Unless indicated otherwise on the Drawings or approved otherwise by the Engineer or designated representative, planting and backfilling shall be as follows: 1. Plant Basin A basin, 8 to 10 inches (200 to 250 mm) deep, shall be formed by constructing a neat levee around the planting pit. The inside measurement of the basin shall be at least the diameter of the growing plant, unless noted otherwise on the Drawings. On slopes the backfill on the lower side shall be graded in such a manner that an adequate basin will be provided. As shown on the Drawings, either material excavated from the planting pit (excluding any rocks) or Backfill, as specified in Subarticle 608S.5.D may be used to form a basin around the plant. Excess excavated material may be scattered thinly and leveled off provided it is of such consistency and character that it can be readily scattered in an acceptable manner. If scattering of the material may interfere with drainage or mowing, all such material shall be removed and disposed of as approved by the Engineer or designated representative. 2. Depth of Transplanting In general, plants shall be installed and covered with top soil approximately one (1) inch (25 mm) above the top of the root ball or container soil surface. 3. Bare Root Plants After the backfill in the bottom of the planting pit has been firmed and the plant placed in the proper position, as shown on the Drawings, loose friable backfill (Subarticle 608S.5.D) or planting soil mixture (608S.4.G) shall be worked about the roots and thoroughly settled with water as the backfill is made. Care shall be taken to avoid bruising or breaking the roots. Sticks, sod, clods or other material which may form large air pockets in the soil or backfill shall not be included in the backfill. 4. Balled and Buriapped Plants Plants of this type shall not be handled by the stems nor in such manner that the soil of the ball may be loosened. A saddle around the ball should be used for lifting. The burlap shall not be removed from the ball. After the backfill in the bottom of the pit has been firmed and the plant placed in the proper position, as shown on the Drawings, loose friable backfill shall be worked about the ball in 12 608S 3/27/00 Page 9 Planting Planting Stock Planting dates Containerized Container grown or None specified Balled and burlapped November 15 to March 15 Bare root January 15 to March 15 Bag grown September 15 to April 15 Collected As shown on the Drawings or as approved by the Engineer or designated representative PRESENT VERSION: 3/27/00 Previous Version: 4117/86 (b) A minimum horizontal dimension of two (2) times the diameter of the root ball for the following plant specifications: (1) Containers less than fifteen (15) gallons [less than 56 liters] (2) Root ball diameter of Balled and burlapped or bag grown plants fourteen (14) inches or less [350 mm or less] (c) A minimum diameter for bare -root plants to permit the roots to spread without crowding or curving around the walls of the pit (d)_ Planting its shall be excavated to a depth of at least 4 inches (100 mm) but not more than 8 inches (200 mm) greater than the depth of the root ball of balled and burlapped, containerized, container grown or bag grown plants; or the depth of the root system of bare -root plants. Pits dug to excess depths shall be backfilled and compacted to bring the pits to the specified depth. The depth of pits on slopes shall be measured at the lower side. (e) When performing mechanical transplanting, the receiving plant pit shall be excavated with the same type of equipment used to remove the plant material or as approved by the Engineer or designated representative. (f) Special sized holes shall be shown on Drawings. (g) Where holes are dug with an augur and the sides of the holes become plastered or glazed, this plastered or glazed surface shall be scarified. C. Planting Season All planting shall be performed as shown below, indicated on the Drawings or as approved by the Engireer or designated representative. D. Backfilling Topsoil from the planting hole may be used for backfilling provided it is kept separate from subsoil and rendered loose and friable. Additional topsoil required to backfill the holes shall be furnished in the amount directed in Subarticle 6085.4.G, 'Planting Soil Mixture' and from a source approved by the Engineer or designated representative. E. Pruning Roots Root pruning shall be limited to the amount necessary to prune away broken and badly damaged roots. F. Pruning of Tops 608S 3/27/00 Page 8 Planting 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 Trunk wrapping shall be 4 inch (100 mm) wide commercial trees wrapping paper with asphalt core or the type shown on the Drawings. 0. Anti - transpirants Anti- transpirants, intended to prevent evaporation, shall be of the types that are commercially available and approved by the Engineer or designated representative. 608S.5 Construction Methods Immediately following delivery and acceptance at the job, all plants shall be planted or heeled -in in properly moistened material. All plants heeled -in shall be properly maintained by the Contractor until planted. The utmost care shall be exercised in handling plants to prevent injuries to the plants. The solidity of the ball or balled and burlapped plants shall be carefully preserved and such plants shall not be handled by the stems. Plants with exposed roots shall be protected from drying out during the time the plants are removed from the heeling -in bed and until actually planted. A. Staking of Planting Locations. All locations of trees, shrubs and beds shall be staked in the field by the Contractor. All locations will be approved by the Engineer or designated representative prior to any excavation of plant beds or bed preparation. Stakes shall be placed and coded to denote the type of plant material. B. Excavation of Planting Pits 1. General. The Contractor shall not excavate plant pits more than 24 hours in advance of planting operations. Any plant pits left unattended for any length of time which may present a hazard shall be covered and/or clearly flagged as approved by the Engineer or designated representative. The walls and bottoms of all plant pits shall be scarified immediately prior to the placement of plants. 2 Pit Sizes Planting holes may be dug by hand or by mechanical means and shall be circular or square (according to the shape of the root ball) with vertical sides, unless otherwise indicated on the Drawings. Trimming of the sides or bottom of the hole to uniform shape will not be required. Planting pit sizes shall be as follows, unless indicated otherwise on the Drawings: (a) A minimum horizontal dimension of twelve (12) inches [300 mm] between the root ball and the sides of the planting pit for the following plant specifications: (1) Containers of fifteen (15) gallons or larger [56 liters or larger], (2) Boxes of fourteen (14) inches or larger [350 mm or larger] (3) Root ball diameter of Balled and burlapped or bag grown plants larger than fourteen (14) inches [350 mm] 608S 3/27/00 Page 7 Planting PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 E. Mulch Unless indicated otherwise on the Drawings, mulch material shall consist of loose organic residue derived from plants or other granular material approved by the Engineer or designated representative. It shall be of such nature that adequate protection is provided against sun baking and quick drying out of the soil and shall not impede aeration or water penetration nor deplete the soil nitrogen. Mulch material shall be free of excess amounts of large leaves and sticks that would prevent proper dressing of the mulched surface, free of harmful substances and free of detrimental amounts of soil or other foreign matter that would promote early compaction, matting or deterioration of the mulch. F. Peat Moss Peat Moss shall be of sphagnum origin of commercial quality. G. Planting Soil Mixture The planting soil mixture shall consist of a soil mixture of 3/4 fine sandy loam, 1/8 peat mess and 1/8 leaf mold. The sandy loam shall be taken from a well drained, arable site. It shall be free of subsoil, stones, clay, roots, weeds, grass or other objectionable debris, matter or toxic wastes. H. Water Water shall be furnished by the Contractor and shall be clean and free of industrial wastes and other substances harmful to the growth of plants and the areas irrigated. I. Fertilizer Fertilizer shall be applied uniformly conforming to City of Austin Standard Specification tem No. 606S, "Fertilizer" at the rate indicated. J. Pesticides including Herbicides Pesticides including herbicides shall be of the types that are commercially available selected for the species planted or as indicated on the Drawings and shall be applied in accordance with the manufacturer's recommendations upon approval of the Engineer or designated representative. K. Stakes and Guys Stakes shall be 2 x 2 x 18 inch (50 x 50 x 450 mm) sound hardwood or treated pine with tapered point and chamfered tops. Guys wires shall be 2 strand 12 ga. (2.7 mm) galvanized steel wire with 1/2 inch (12.5 mm) diameter reinforced plastic or rubber hose trunk bushings and yellow plastic flagging. L. Bracing Bracing shall be 2 x 4 inch (50x100 mm) hardwood or metal fence posts, 6 ft (1.8 meters) in length with guys and bushings. M. Flagging Tape Flagging tape shall be highly reflective, visible at night, and approved by the Engineer or designated representative. N. Trunk Wrapping 6085 3/27/00 Page 6 Planting 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 material included in the shipment. Each kind of plant in the shipment shall be adequately identified by tags. All plants shall be individually tagged with nursery name tags designating the genus, species and variety of the plant. No shipment of plant material shall be accepted, planted and/or heeled -in by the Contractor until such material has been inspected and accepted by the Engineer or designated representative. The Contractor shall assist the Engineer or designated representative in the inspection of material. Any plants rejected shall be immediately removed from the project and replaced. Unless plants are placed in predug holes and planted as specified herein, they shall be heeled -in and inspected again prior to planting. If delivered to predug planting holes, balled and buriapped plants shall be planted within 1 to 6 hours depending upon the drying effect of the wind and sun. No bare rooted plants shall be placed in predug holes from the delivery truck unless actual planting occurs immediately after removal from its moist packing. D. Plant Size Plants will be measured when branches are in their normal position. Height and spread dimensions shown on the Drawings refer to the main body of the plant and not branch tip to tip. Plants with a spreading or semi - spreading habit will be measured by the average diameter of the spread. Plant heights will be measured by the mean height from the ground line to the top of the canopy. Caliper measurements will be taken at a point on the trunk six (6) inches [150 mm] above natural ground for trees up to four (4) inches [100 mm] in caliper and at a point twelve (12) inches [300 mm] above natural ground for trees over four (4) inches [100 mm) in caliper. The caliper size for multi- trunked plants will be determined by adding the calipers of the largest cane and one -half (1/2) the caliper(s) of the second and third largest cane(s). When a range of size is shown on the Drawings, no plant shall be less than the minimum size and at least 40% of the plants shall be as large as the maximum size shown on the Drawings. The required measurements are the minimum sizes acceptable and are the measurements after pruning, when pruning is required. Sizes of plants or plant types such as palms, roses, vines, groundcovers, seedings, bulbs, corms, tubers, young plants, understock, etc., will be measured in accordance with the plant standards or as indicated on the Drawings. Container -grown plants which are well established in adequate size containers and are of equal quality and size to the specified balled plants may be accepted in lieu of balled plants; likewise, balled plants of equal quality and size may be substituted for container -grown plants when permitted by the Engineer or designated representative. Soil shall be approximately 3/4 depth of container and contain roots of the plant throughout the soil. The ball size for a balled and buriapped plant shall be firm natural balls equal to or in excess of the ball sizes indicated on the Drawings. Collected plant material substituted for a nursery-grown plant shall have a ball or root system 1/4 greater in both diameter and depth than the nursery-grown plant for which it is substituted. The ball size shall be the average of the diameters measured 90 degrees apart. 608S 3/27/00 Page 5 Planting PRESENT VERSION: '3/27/00 Previous Version: 4/17/86 6. Other Plant Materials. Other plant materials shall be as shown on the Drawings. B. Rejection of Plants. Plant material having any of the following features will be subject to rejection: 1. Undue or excessive abrasions of the bark. 2. Dried or damaged root system. 3. Dried or damaged top wood of deciduous plants or dried or damaged foliage and top woods of evergreens. 4. Prematurely opened or damaged buds or buds stripped off. 5. Disease or insect infestation, including eggs or larvae. 6. Dry, loose, cracked, broken and /or undersized balls or containers, which do not conform to sizes indicated on the Drawings. 7. Evidence of heating, molding, wind bum, sunscald, freezing, etc. 8. Container plants that are overgrown or root bound. 9. Plants with bench balls (roots repacked with soil). 10. Plant balls encased in non- bio- degradeable plastic or other impervious material. 11. Field grown or collected plants transplanted into containers less than six (6) months or more than two (2) years. 12 Trees that have been damaged, pruned, crooked or multiple leaders, unless multiple leaders are specified or are normal for the species. — 13. Plants with disfiguring knots or fresh cuts of limbs over 3/4 inch (20 mm) that have not completely callused. 14. Plants that do not posses a normal balance between height and spread for the species. 15. Plant containers that are not structurally sound (tracked, bent, etc.). 16. Plants in containers less than three - fourths (3/4) planting medium depth; 17. Any endangered or threatened plants; or plants of historical significance that have been collected; 18. Any other physical damage or adverse conditions that would prevent thriving growth or cause an unacceptable appearance; or 19. Plants that do not meet the standards shown on the Drawings. C . Delivery And Receipt of Plants Material shall not be delivered to the project until ordered to do so in writing by the Engineer or designated representative. When the delivery order is issued, the Engineer or designated representative shall be notified of a proposed delivery of plant material at least 48 hours prior to its arrival at the project. The entire plant shall be properly protected from sun and air damage during the time period from initiation of digging until delivery on the project Each plant material shipment shall be accompanied by an invoice indicating the number, size and name (common and botanical) of each of the kinds of plant 608S 3/27/00 Page 4 Planting 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 3/27/00 Previous Version: 4117/86 This stock will be defined as nursery plant stock transplanted from a growing site with a ball of soil, containing an intact root system, and placed in a container and grown in that container continuously long enough for the new fibrous roots to have developed so that the root mass retains its shape and holds together after removal from the container. Containerized stock shall have been grown in the delivered containers for at least six (6) months, but not over two (2) years. (b) Container Grown Stock. - This stock will be defined as nursery plant stock, which has been planted in a container as a liner, seed or by other propagation method, and that: has been systematically replanted or stepped up in larger containers as required, (2) has developed a root system in a planting medium capable of sustaining acceptable plant growth, and has become established in the container and exhibits a well- rooted condition as evidenced by the soil ball remaining intact when removed from its container. (1) (3) 2. Balled and Buriapped Stock. This stock will be defined as nursery plant stock which has been removed from the growing site with a ball of soil, containing the intact root system, and encased in burlap (or other approved similar material) to hold the soil in place. Ball sizes for balled and burlapped stock shall be as shown on the Drawings. 3. Bare Root Stock. This stock will be defined as nursery plant stock, which has been removed from the growing site with the root system substantially free of soil. The approved minimum root spread and condition shall be as shown on the Drawings. 4. Collected Stock. This stock will be defined as nursery plant stock, which has been removed from its original native habitat. All collected stock shall specific approval of the Engineer or designated representative before it can be removed from its existing habitat. Ball sizes for collected stock shall be as shown on the Drawings and shall have sufficient diameter and depth to encompass enough fibrous and feeding root system as necessary for the full recovery of the plant. Collection may be by hand or mechanical method. For balled and burlapped or mechanical transplanting of collected plant material refer to article 6085.5. 5. Bag Grown Stock. This stock will be defined as nursery plant stock which has been transplanted into a nonwoven fabric container which has been placed in the ground and the plant grown under nursery field conditions continuously long enough [normally one (1) month for each inch (25 mm) of bag diameter i.e., a plant with a 24 inch (600 mm) diameter bag, grown in its original planted location for 24 months] for the fibrous roots to have developed so that the root mass retains its shape and holds together after removal of the bag. The root ball shall be flat bottomed and straight sided. Ball sizes for bag grown stock shall be as shown on the Drawings. Bag grown stock shall not be pruned before delivery. 608S 3/27/00 Page 3 Planting PRESENT VERSION: 3/27/00 Previous Version: 4/17/86 Horticultural Nomenclature or other referenced text including the "Manual of the Vascula Plants of Texas for Native Fiore. Pruning standards will be as established by the National Arborist Association in the "Pruning Standards for Shade Trees ". B. License Requirements 1. Pesticide. The Contractor shall be a licensed pesticide applicator or shall employ a licensed pesticide applicator for the treatment of insects, diseases, animals as required by`the Texas Pesticide Laws and Regulations of the Texas Department of Agriculture. The Engineer or designated representative may require documentation of such certification as necessary for his record. 2. Herbicide. The Contractor shall possess a permit or employ a person who possesses a permit to apply herbicide as required by the Texas Herbicide Law of the Texas Department of Agriculture. The Engineer or designated representative may require documentation of such certification as necessary for his records. 3. Irrigation. The Contractor shall possess an irrigator's license issued by the State of Texas and the Texas Board of Irrigators or employ such a licensed irrigator to perform the irrigation system maintenance. The irrigation system shall be maintained under the supervision of the licensed irrigator who shall be available on the site as required by the Engineer or designated representative. The Engineer may require documentation of such license for his records. The Contractor shall verify and adhere to the requirements and codes of any controlling utility authorities. 608S.4 Materials A. Plant Material Plant material shall be first class grade, true to name and of the size indicated on the Drawings. All plants shall be healthy nursery grown unless otherwise indicated on the Drawings. When the Engineer or designated representative is fumished sufficient evidence that a specified plant cannot practically be obtained, the Engineer or designated representative may approve in writing the use of collected native material. Nursery grown stock, either in containers or in the field, shall be nursery grown in accordance with accepted horticultural practices and under climatic conditions similar to those of the work site for at least twelve (12) months, unless specifically authorized otherwise by the Engineer or designated representative_ 1. Container plants. Soil volume for containers shall be three - fourths (3/4) the depth of the container or greater and contain roots of the plants throughout the root ball. (a) Containerized Stock. 608S 3/27/00 Page 2 Planting PRESENT VERSION: 3/27/00 Previous Version: 4117/86 608S.2 Submittals Item No. 608S Planting 608S.1 Description This item shall govem the provision of the specified plants and other materials, the initial installation of plants and other materials, the maintenance of plantings, transplanting and any replacement of trees, plants and ground cover which are damaged, diseased or otherwise unhealthy,,during the warranty period or as directed by the Engineer or designated representative. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses. The submittal requirements for this specification item shall include: A. A listing of each type of planting (tree, shrubs, plants, etc.), type of stock (containerized, ball and buriapped, bare root, bag grown, etc.), name (common and botanical) and size of planting (root diameter, height and spread); B. A request, if necessary, for use by Contractor of collected stock on the site; C. Specific information for each pesticide (including herbicide) associated with the listing including: manufacturer, product name, description of chemical composition, handling, storage and mixing requirements application recommendations documentation of licensed applicator(s), and MSDS Sheets D. Type, chemical analysis and rate of application of fertilizer E. Proposed tree dressing, trunk wrapping and flagging tape; F. Type, chemical analysis and rate of application of proposed transpirants G. Documentation of irrigator license, if irrigation is required at the site. 608S.3 General A. Plant Standards Unless shown otherwise on the Drawings, the following published standards will apply. Standards for nursery stock will be as stated in the "American Standard for Nursery Stock ", as published by the American Association of Nurserymen, Incorporated. Botanical names as shown on the Drawings will be as stated in the "Standardized Plant Names" as identified by the American Joint Committee on 608S 3/27/00 Page 1 Planting PRESENT VERSION: 9129 /99 REPLACES PREVIOUS ITEM NO. 606: 4/17/86 Pelleted or granulated fertilizer shall be applied uniformly into the soil to a depth of 4 inches (100 mm) over the area specified on the Drawings to be fertilized and in the manner directed for the particular item of work. The fertilizer shall be dry and in good physical condition. Fertilizer that is powdered or caked will be rejected. Distribution of the fertilizer for the particular item of work shall meet the approval of the Engineer or Designated Representative. 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. The fertilizer may also be applied with the hydromulch 606S.5 Measurement Work and acceptable material for "Fertilize?' will be measured by the normal ton of 2,000 pounds (megagrams: 1 megagram equals 1.1023 tons) or by the 100 pounds (50 kilograms: 1 kilogram equals 2.205 pounds) as determined by approved scales or guaranteed weight of sacks shown by the manufacturer. 606S.6 Payment The work performed and materials fumished and measured as provided under "Measurement" will be considered subsidiary to other bid items in the contract unless specified in the Drawings as a Pay Item. When fertilizer is specified on the Drawings as a pay item, the work performed and materials furnished and measured as provided under "Measurement" will be paid for at the unit bid price for "Fertilizer" of the analysis specified on the Drawings. The unit bid price shall include full compensation for fumishing all materials and performing all operations necessary to complete the work. Payment, when specified, will be made under one of the following: Pay Item No. 6065 -A: Fertilizer Pay Item No. 606S -B: Fertilizer End SPECIFIC CROSS REFERENCE MATERIALS Specification Item 606S "Fertilizer" Per Ton. Per 100 Pounds. City of Austin Environmental Criteria Manual Designation Description Section 1.4.4.B.4 Design Criteria of Section B. Critical Area Stabilization (with Permanent Seeding) Section 1.4.4.C.4 Design Criteria of Section C. Critical Area Stabilization (with Mulch Sod) Section 1.4.4.E.5 Site Preparation of Section E. Critical Area Stabilization (with Sod) Section 1.5.5.E Fertilizer, Section E of 1.5.5, "Restoring Climax Grasses" 606S 9/29/99 Page 2 Fertilizer 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 PRESENT VERSION: 9129199 REPLACES PREVIOUS ITEM NO. 606: 4117186 606S.1 Description This item shall govem the provision and distribution of fertilizer over the areas indicated on the Drawings and in accordance with these specifications. This specification is applicable for projects or work involving either inch -pound or SI units, Within the text, inch -pound units are given preference with SI units shown within parentheses. - 606S.2 Submittals The submittal requirements for this specification item shall include: A. Type of soil(s) at the site. B. Type(s) of re- vegetation (seeding, sodding, etc). C. Type(s) of fertilizer. D. Rate(s) of application of fertilizer. E. Chemical analysis of the fertilizer(s). Item No. 606S Fertilizer 606S.3 Materials All fertilizer used on site shall be delivered in bags or containers, which are clearly labeled and show the analysis. The figures in the analysis shall represent the percent of nitrogen, phosphoric add "and potash nutrients, respectively, as determined by the methods of the Association of Official Agricultural Chemists. The fertilizer may be subject to testing by the State Chemist in accordance with the Texas Fertilizer Law. A pelleted or granulated fertilizer shall be used.. Fifty percent or greater of the Nitrogen required shall be in the form of Nitrate Nitrogen (NO The remaining Nitrogen required may be in the form of Urea Nitrogen [CO(NH2)2]. The total amount of nutrients furnished and applied per acre (hectare: 1 hectare equals 2.471 acres) shall equal or exceed that specified for each nutrient 606S.4 Construction Methods General requirements and criterion for vegetative activities, including fertilizing, for the City of Austin are presented in Section 1.4.4, "Vegetative Practice", and Section 1.5.4, "Revegetation Criteria" of the City of Austin Environmental Criteria Manual. The fertilizer type and rate of application should be based on chemical tests of representative soil samples taken after completion of construction and, ground work. Appropriate initial fertilizer application rates for the Austin area (in lieu of recommendations from soil testing) are provided in the sections of the City of Austin Environmental Criteria Manual identified below: A. Permanent seeding. - [Section 1.4.4.B.4]. B. Restoring Climax Grasses - [Section 1.5.5.E]. C. Sod. -. [Section 1.4.4.E.5]. D. Maintenance of Mulch Sod. - [Section 1.4.4.C.4]. 606S 9/29/99 . Page 1 Fertilizer (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 cut to a depth of 12 inches below the surrounding ground line. After removal, soil is to be placed in the hole to match the existing grade. After cutting the tree into pieces that can be managed, it will be removed from the site and disposed of. All work shall be conducted in such a manner as to protect all 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, conforming to Item No. 623, "Dry Stack Rock Wall ". 610.5 Payment o- 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 8/25/95 Page 4 Preservation of Trees and Other Vegetation PRESENT VERSION: 5/23/00 Previous Version 4/17/86 Item No. 639S Rock Berm 639S.1 Description This item shall govem the construction of a temporary berm of open graded rock that is 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, to retain the sediment and to release the water in sheet flow (Environmental Criteria Manual Section 1.4.2.E). This item shall also govem the removal of the "Rock Berm" and re- vegetation of the area. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses. 639S.2 Submittals The submittal requirements for this specification item shall include: A. Function (stream flow or other) and dimensions of the rock berm B. Source, type and gradation of rock C. Re- vegetation program, including: 1. Identification of the type, source, mixture, Percent Live Seed (PLS) and rate of application of the seeding. 2. Type of mulch. 3. Type of tacking agent. 4. Type and rate of application of fertilizer. 639S.3 Design Criteria A rock berm shall be constructed near the perimeter of a disturbed site within the development area. It is not to be constructed outside the property lines without obtaining an easement or written permission from the affected adjacent property owners. 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 (450 mm) 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 (0.6 meter) minimum. Side slopes - 2:1 or flatter. Grade - Berms will be built along a contour as near possible to a 0 percent grade. 6395 05/23/00 Page 1 Rock Berm (RB) 1 639S.4 Materials 1 1 1 1 1 1 1 1� 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 5/23/00 Previous Version 4117186 Surplus rock excavated from utility trenches or from other excavations may be used in construction of these berms. In general, the rocks shall be sound with a minimum of 3 inches (75 mm) in smallest dimension and shall weigh between 10 and 30 pounds (4.5 to 13.6 kilograms) each. Seeding for re- vegetation shall conform to Item No. 604S, "Seeding for Erosion Control ". Use only open - graded rock of the size indicated on Standard Detail No. 639S -1, with most of the fines removed. 639S.5 Construction Methods All trees, brush, stumps and objectionable material shall be removed and disposed in a manner that will not interfere with the construction of the berm. A trench shall be excavated to a minimum depth of 4 inches (100 mm) below existing grade for placement of the rock as indicated on Standard Detail No. 639S -1 and the Drawings. The rocks shall be placed in interlocking layers with close joints starting at the base. Open joints shall be filled with rock spalled materials as required to stabilize the berm. The area upstream from the rock berm shall be maintained in a condition, that will allow sediment to be removed following the runoff from a rainfall event. After each rainfall event with an accumulation of 1 inch (25 mm) or more, an inspection of The rock berm will be made by the Contractor and the stone shall be replaced, when the structure ceases to function as intended because of silt accumulation among N the rocks, washout, construction traffic damage, etc. When the silt reaches a depth equal to 1/3 the height of the berm or 6 inches (150 mm), whichever is less, the Contractor will remove the accumulated silt and dispose of it at an approved disposal site in a manner that will not contribute to additional siltation. The berm will be reshaped as needed during construction. When the site is completely stabilized, the berm will be removed and disposed of in a manner approved by the Engineer or designated representative. The area will be re- vegetated as required by Item No. 604S, "Seeding for Erosion Control ". 639S.6 Measurement Acceptable work performed and prescribed in this item will be measured by the linear foot (lineal meter. 1 lineal meter equals 3.281 lineal feet) along the centerline of top of berm. 639S.7 Payment The work performed and material furnished and measured as provided under "Measurement" to construct this item will be paid for at the unit bid price per linear foot of rock berm barrier as indicated on the Drawings. The Unit Bid Price shall include full compensation for: (a) fumishing, hauling and placing all materials including all labor, 639S 05/23/00 Page 2 Rock Berm (RB) PRESENT VERSION: 5/23/00 Previous Version 4117/86 tools, equipment and incidentals needed to complete the work, (b) maintaining the berm, (c) removing silt accumulations, (d) rock replacement, (e) removing and disposing of all materials when the berm is no longer required and (f) re- vegetating the site upon removal of the berm. Payment will be made under. Pay Item No. 639S: End Rock Berm SPECIFIC CROSS REFERENCE MATERIALS Specification 639S, "Rock Berm" City of Austin Environmental Criteria Manual Designation Description Section 1.4.2.E Rock Berm City of Austin Standard Details Designation Description Number 639S -1 Rock Berm City of Austin Standard Specifications Designation Description Item No. 6045 Seeding for Erosion Control 1 RELATED CROSS REFERENCE MATERIALS Per Lineal Foot. City of Austin Environmental Criteria Manual Designation Description Table 1 -1.3 Recommended Design Values For Functional Controls Table 1 -2 Maximum Water Depth At The Barrier City of Austin Standard Specifications Designation Description tem No. 101S Preparing Right of Way tem No. 102S Clearing and Grubbing tem No. 111S Excavation tem No. 120S Channel Excavation tem No. 401S Structural Excavation and Backfill tem No. 602S Sodding for Erosion Control tem No. 605S Soil Retention Blanket tem No. 606S Fertilizer tem No. 608 Planting tem No. 610 Preservation of Trees and Other Vegetation tem No. 620S Filter Fabric Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation Description tem No. 100 Preparing Right of Way tem No. 110 Excavation tem No. 132 Embankment tem No. 158 Specialized Excavation Work tem No. 166 Fertilizer tem No. 168 Vegetative Watering tem No. 169 Soil Retention Blanket tem No. 204 Sprinkling 639S 05 /23/00 Page 3 Rock Berm (RB) PRESENT VERSION: 5/23/00 Previous Version 4/17/86 639S 05/23/00 Page 4 Rock Berm (RB) Table 1: Aggregate Gradation Chart (TEX 401 -A, % Retained per sieve) US 8 inch (SI 200 mm) US 5 inch (SI 125 mm) US 2 inch (SI 50 mm) 0 90 -100 100 PRESENT VERSION: 5/23/00 Previous Version: 3/08/96 641S.1 Description This item govems the construction of a stabilized pad of crushed stone located at any point where traffic will be entering or leaving a construction site to or from a public right of way, street, alley, sidewalk or parking area. The purpose of a stabilized construction entrance is to reduce,or eliminate the tracking or deposition of sediment onto public right of way (Environmental Criteria Manual Section 1.4.2.N.4). This specification is applicable for projects or work involving either inch -pound or SI units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses. 641S.2 Submittals The submittal requirements for this specification item shall include: A. Source, type and gradation of rock B. Drainage technique (i.e. drainage swale or entrance grading) proposed to prevent runoff from exiting the construction site. 641S.3 Materials Aggregate for construction shall conform to the following gradation: 641 S.4 Construction Methods Item No. 641S Stabilized Construction Entrance All trees, brush, stumps, obstructions and other objectionable material shall be removed and disposed of in a manner that will not interfere with the excavation and construction of the entrance as indicated on the Drawings or as presented in Standard Details No. 641S- 1. The entrance shall not drain onto the public right of way or shall not allow surface water runoff to exit the construction site. When necessary, vehicle wheels shall be cleaned to remove sediment prior to entrance onto public right of way. When vehicle washing is required, it shall be done on an area stabilized with crushed stone, which drains into an approved sediment trap or sediment basin. All sediment shall be prevented from entering any storm drain, ditch or watercourse through use of sand bags, gravel, boards, silt fence (Standard Specification Item No 642S) or other methods approved by the Engineer or designated representative. The entrance shall be maintained in a condition, that will prevent tracking or disposition of sediment onto public right of way. This restriction may require periodic top dressing with additional stone as conditions demand, as well as the repair and/or cleanout of any measures used to trap sediment. All sediment that is spited, dropped, washed or tracked onto public right of way must be removed immediately. 6418 05/23/00 Page 1 Stabilized Construction Entrance (SCE) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 5/23/00 Previous Version: 3/08/96 641S.5 Measurement Acceptable work performed as prescribed in this item will be measured by unit of each stabilized construction entrance installed. 641S.6 Payment Work performed and materials fumished under this item shall be paid for at the unit bid price per each. Payment, when included as a contract pay item, will be made under: End Pay Item No. 641S: Stabilized Construction Entrance Per Each. SPECIFIC CROSS REFERENCE MATERIALS Specification 641S, "Stabilized Construction Entrance (SCE)" City of Austin Environmental Criteria Manual Designation Description Section 1.4.2.N.4 Stabilized Construction Entrance "Design Criteria" City of Austin Standard Details Designation Description Number 641S-1 Stabilized Construction Entrance City of Austin Standard Specifications Designation Description - Item No. 642S Silt Fence (SF) RELATED CROSS REFERENCE MATERIALS City of Austin Environmental Criteria Manual Designation Description Section 1.4.2.J Sandbag Berm Figure 1 -11 Sand Bag Berm Section 1.4.2.G Silt Fence City of Austin Standard Specifications Designation Description tem No. 101S Preparing Right of Way t em No. 102S Clearing and Grubbing t em No. 111S Excavation t em No. 120S Channel Excavation t em No. 401S Structural Excavation and Backfill t em No. 610S Preservation of Trees and Other Vegetation Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation Description Item No. 100 Preparing Right of Way Item No. 110 Excavation Item No. 132 Embankment Item No. 158 Specialized Excavation Work Item No. 168 Vegetative Watering 641S 05/23/00 Page 2 Stabilized Construction Entrance (SCE) PRESENT VERSION: 5/23/00 Previous Version: 5/01/90 Item No. 642S Silt Fence 642S.1 Description This item shall govem the provision and placement of a filter fabric fence (Environmental Criteria Manual Section 1.4.2.G) including maintenance of the fence, removal of accumulated silt and removal of the silt fence upon completion of the project. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text, the inch -pound units are given preference followed by SI units shown within parentheses. 642S.2 Submittals The submittal requirements for this specification item shall include: A. Source, manufacturer, characteristics and test data for the filter fabric, B. Manufacturer, characteristics and test data for the posts and wire fence. 642S.3 Materials A. Fabric 1. General: The filter fabric shall be of nonwoven polypropylene, polyethylene or polyamide thermoplastic fibers with non - raveling edges. The fabric shall be non - biodegradable, 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 (0.9 meter) wide. 2. Physical Requirements: The fabric shall meet the requirements presented in Table 1, when sampled and tested in accordance with the methods indicated herein, on Standard Detail No. 642S -1 and/or on the Drawings. B. Posts: Posts shall be painted or galvanized steel Tee or Y -posts with anchor plates, not less than 5 feet (1.5 meters) in length with a minimum weight of 1.9 pounds per foot (1.9 kilograms per meter) with a minimum Rrinell Hardness pf 143. Hangers shall be adequate to secure fence and fabric to posts. Posts and anchor plates shall conform to A$TM A -7Q2. C. Wire Fence: Wire fence shq1I he welded wire fabric 2 x 4 - Vy1.9 x W1.0 (00 x 1Q9 • MVV7 x (ylVV7) and shall confQi`lfj to Standard Specification Iteil Na. 496, "Reinfgrcing Steel". 642S 05/23/00 Page 1 Silt Fence TABLE 1. Filter Fabric Requirements Physical Properties Method Requirements 4.5 minimum (150 minimum) Fabric Weight in ounces per square yard (grams /square meter) TEX- 616 -J' Water Flow Rate in gallons /sq. foot/ minute (liters /square meter /minute) TEX-616-J 40 maximum (1630 maximum) Equivalent Sieve Opening Size: US Standard (SI Standard•sieve size) CW- 02215 40 to 100 (425 to 150 pm) Mullen Burst Strength: lbs. per sq. inch (psi) megaPascal (mPa) ASTM D -3786 300 minimum (2 minimum) Ultraviolet Resistance; % Strength Retention ASTM D -1682 70 minimum 1 1 1 1 1 1 1 1 642S.4 Construction Methods 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 5/23/00 642S. 5 Measurement Previous Version: 5/01/90 1 TxDoT Test Method Tex - 616 -J, "Testing of Construction Fabrics ". 2 US Army Corps of Engineers Civil Works Construction Guide Specification CW- 02215, "Plastic Filter Fabric ". 3 ASTM D -3786, "Test Method for Hydraulic Bursting Strength of Knitting Goods and Nonwoven Fabrics: Diaphragm Bursting Strength Tester Method ". 4 ASTM D -1682, "Test Methods for Breaking Load and Elongation of Textile Fabrics ". The silt fence fabric shall be securely attached to the posts and the wire support fence with the bottom 12 inches (300 mm) of the filter material buried in a.trench a minimum of 6 inches (150 mm) deep and 6 inches (150 mm) wide to prevent sediment from passing under the fence. When the silt fence is constructed on impervious material, a 12 -inch (300 -mm) flap of fabric shall be extended upstream from the bottom of the silt fence and weighted to limit particulate loss. No horizontal joints will be allowed in the filter fabric. Vertical joints shall be overlapped a minimum of 12 inches (300 mm) with the ends sewn or otherwise securely tied. The silt fence shall be a minimum of 24 inches (0.6 meter) high. Posts shall be embedded a minimum of 12 inches (300 mm) in the ground, placed a maximum of 8 feet (2.4 meters) apart and set on a slight angle toward the anticipated runoff source. When directed by the Engineer or designated representative, 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 or designated representative. Accumulated silt shall be removed when it reaches a depth of 6 inches (150 mm). The work performed and the materials furnished under this item will be measured by the lineal foot of "Silt Fence ", complete in place. 642S 05/23/00 Page 2 . Silt Fence PRESENT VERSION: 5/23/00 Previous Version: 5101190 642S.6 Payment The work performed and materials fumished and measured as provided under "Measurement" will be paid for at the unit bid price per lineal foot of "Silt Fence ". The price shall include full compensation for fumishing, 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 re- vegetation of disturbed areas. „ Payment will be made under. Pay Item No. 642S: Silt Fence for Erosion Control END SPECIFIC CROSS REFERENCE MATERIALS City of Austin Environmental Criteria Manual Designation Description Section 1.4.2.G Silt Fence City of Austin Standard Details Designation Description Number 642S -1 Silt Fence City of Austin Technical Specifications Designation Description Item No. 406 Reinforcing Steel American Society For Testing and Materials (ASTM) Designation Description A -702 Specification for Steel Fence Posts and Assemblies, Hot Wrought D-1682 Test Methods for Breaking Load and Elongation of Textile Fabrics D -3786 Test Method for Hydraulic Bursting Strength of Knitting Goods and Nonwoven Fabrics: Diaphragm Bursting Strength Tester Method Texas Department of Transportation Manual of Testing Procedures Designation Description Tex -616 -J Testing of Construction Fabrics U.S. Army Corps of Engineers Designation Description CW -02215 Civil Works Construction Guide Specification "Plastic Filter Fabric" RELATED CROSS REFERENCE MATERIALS City of Austin Environmental Criteria Manual Designation Description Table 1 -1.3 Recommended Design Values For Functional Controls Table 1 -2 Maximum Water Depth At The Barrier City of Austin Standard Specifications Designation Description Item No. 101S Preparing Right of Way Item No. 102S Clearing and Grubbing Item No. 111S Excavation Item No. 120S Channel Excavation Item No. 401S Structural Excavation and Backfill Per Lineal Foot. 642S 05/23/00 Page 3 Silt Fence PRESENT VERSION: 5/23/00 Previous Version: 5/01/90 Item No. 610S Preservation of Trees and Other Vegetation 642S 05/23/00 Page 4 Silt Fence Sign Designation Size OM - 4R 18 inch x 18 inch W14 - 1 30 inch x 30 inch 1 ITEM NO. 80 BARRICADES, SIGNS AND TRAFFIC HANDLIN 803.1 Description 1 This item shall consist of providing, installing, moving, replacing, maintaining, cleaning and removini temporary or permanent street closure barricades, signs or other devices required to handle the traffic i 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 t Item No. 801, "Construction Detours ". Capital Improvement Project signs shall conform to Item No. 802 "Capital Improvement Project Signs ". 803.2 Materials All materials used in barricades, signs and traffic handling shall conform to the following: (1) Signs Sign Plates - .080 in thickness alodine finished Federal Specification 6061 : T6 aluminum Sign Posts -1.25 ounce /square foot hot dipped galvanized welded steel tubing ASTM A 513, O.D.' 2.375 inches, wall thickness .065 inch, 1.60 pounds per foot. Hardware - Aluminum alloy A 444 sign hardware for clamp castings or stainless steel with galvanized or electroplated cold rolled steel U bolts, bolts, washers and nuts. (2) Sign Plate Message and Size (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 ". 803 Rev. 9/30/87 Page 1 Barricades, Signs and Traffic Handling 1 1 1 1 1 1 1 1 1 1 1 1 (5) Retro- Reflective Sheeting Red and white strips shall conform to Table I CIE Chromaticity Coordinates, ASTM D 523, ASTM 397, SDHPT Test Method Tex - 842 -B, ASTM D- 987 -48 %, Atlas Twin ARC Weathering ASTM E 42 -69, Type E conforming to ASTM D 822 -60X which requires the ASTM E 42 Type E Atlas XW data; L -23008 dated January 7, 1970. (6) Paint Exterior oil base paint, colors as indicated. 803.3 Construction Methods Prior to commencing construction, suitable "Barricades, Signs and Traffic Handling" devices shall be installed to protect the workers and the public. The Contractor shall be responsible for installing all markers, signs and barricades conforming to the Manual on Uniform Traffic Control Devices and /or as indicated. If, in the opinion of the Engineer, additional markers, signs or barricades are needed in the interest of safety, the Contractor will install such as are required or as directed by the Engineer. Lumber shall be painted with 2 coats of paint as indicated. 803.4 Maintenance It shall be the Contractor's responsibility to maintain, clean, move and replace if necessary, barricades, signs and traffic handling devices during the time required for construction of the project. Permanent barricades shall be constructed as required after the completion of the street.by drilling holes to place the posts and concrete foundations. Foundation concrete shall be cured before the rails are attached. When no longer needed all temporary Barricades, Signs and Traffic Handling Devices shall be removed and the area restored to its original condition or as directed by the Engineer. 803.5 Measurement The work performed and the materials furnished by this item as indicated, except for barricades, will not be measured for payment but will be considered subsidiary to the work or to Item No. 801, "Construction Detours ". Barricades shall be measured as each complete barricade constructed and placed as indicated. Any temporary barricades furnished shall not be measured for payment and shall be considered subsidiary to the work or to Item No. 801, "Construction Detours ". 803 Rev. 9/30/87 Page 2 Barricades, Signs and Traffic Handling 803.6 Payment The work performed and material fumished as prescribed by this item will be paid for at the unit price bid. for "Barricades" per each complete barricade. Payment will be made under: Pay Item No. 803: Barricades - Per Each. Pay Item No. 803 - L: barricades - Lump Sum. End 803 Rev. 9130187 Page 3 Barricades, Signs and Traffic Handling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Rev. 9/30/87 Page 4 Barricades, Signs and Traffic Handling US Sieve SI Sieve % weight (mass) retained #20 (850 pm) 3to10 # 30 (600 µm) 20 to 40 # 40 (425 µm) 30 to 50 # 50 (300 µm) 15 to 35 # 80 (180 µn1) O to 10 PRESENT VERSION: 9/29/99; REPLACES PREVIOUS ITEM NO. 860: 9/30/87 860S.1 Description This item shall govem the installation of reflectorized paint pavement marking. The width of the line shall be 4 inches (100 millimeters) and the color as indicated on the Drawings. This specification is applicable for projects or work involving either inch -pound or SI units. Within the text and accompanying tables, the inch -pound units are given preference followed by SI units shown within parentheses. 860S.2 Submittals The submittal requirements of this specification item include: A. Proposed paint color(s), brand names, raw materials and products for traffic paint. B. Sampling and testing procedures and specific test results for pigment, calcium carbonate, acrylic resins and other materials used in the traffic paints. C. Proposed shipping requirements including container type(s) (drums and/or buckets), and labeling. D. Manufacturer's recommendations for mixing, storage and application of the traffic glass beads and traffic paint. E. All applicable Materials Safety data Sheets for the traffic paint. 860S.3 Materials A. Traffic Stripe Reflective Glass Traffic Beads 1. The glass spheres shall not contain more than 30 percent (by weight {mass }) irregular shaped particles when tested in accordance with TxDoT Test Method - 832-B. The no. 20 (850 µm) sieve shall have a maximum of 35% by weight (mass) allowed irregular particles, based on a visual inspection. Unless noted otherwise on the Drawings or designated in writing by the Engineer or designated representative, the application rate of the glass traffic beads shall not be less than 6 pounds per gallon (0.7 kilograms per liter). Glass traffic beads shall be essehtially free of sharp angular particles and particles showing milkiness or surface scarring or scratching. Glass traffic beads shall be water white in color. 2. The glass traffic beads shall meet the following graduation requirements when tested in accordance with TxDoT Test Method Tex- 831 -B: 860S 9/29/99 Page 1 Item No. 880S Pavement Marking Paint Pavement Marking Paint 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 9/29/99; REPLACES PREVIOUS ITEM NO. 860: 9/30/87 3. Index of Refraction: The glass traffic beads, when tested by the liquid immersion method at 77 ° F (25 ° C), shall show an index of refraction within the range of 1.50 to 1.53. Wetting: The glass traffic beads shall be capable of being readily wet with water, when tested according to TxDOT Test Method Tex-826-B. 5. Stability: The glass traffic beads shall show no tendency toward decomposition, surface etching, change in retroreflective characteristics or change in color after (a) One -hour exposure to concentrated hydrochloric acid at 77 (25 ° C), (b) 24 hours exposure to weak acids, weak alkali, and (c) 100 hours of weather -o -meter (Atlas, Sunshine Type) exposure, ASTM G23, Method 1, Type H. 6. Contaminants: Glass traffic beads shall: (a) contain less than 1/4 of 1 percent moisture by weight (mass). (b) free of trash, dirt, etc. (c) show no evidence of objectionable static electricity when flowing through a regular traffic bead dispenser. 7. Sampling and Testing (TxDoT Test Method Tex - 801 -B) shall be in accordance with the latest applicable procedures included in the TxDOT Manual on Testing. Applicable test methods include but are not limited to the following: Tex 806 -B, "Method for !Determining Grind and Oversize Pigment Particles" Tex-810-B, 'Test Method for Color and Color Stability of Opaque Colored Pigments" Tex- 811 -B, "Skinning Characteristics of Coatings" Tex-822-B, "Method for Determining Refractive Index of Glass Beads" Tex - 826 -B, "Water Absorption Test of Beads" Tex-828-B, "Determining Functional Characteristics of Pavement Markings" Tex-830-B, "Method for Sampling Traffic Stripe Beads" Tex-831-B, "Method for Determining The Gradation of Glass Traffic-Stripe Beads" Tex - 832 -B, "Methods for Determining the Roundness of Glass Spheres" B. Pavement Marking Paint 1. Functional Requirements (a) All paint -type materials that are applied at ambient or slightly elevated temperatures shall conform to TxDoT Departmental Materials Specifications D- 9 -8200, YPT 10 and/or WPT -10 and D -9 -8290. (b) The paint shall be homogenous, well ground to a uniform and smooth consistency and shall not skin nor settle badly nor cake, liver, thicken, curdle or gel in the container. (c) The paint, when applied to a bituminous pavement surface under normal field conditions at the required rate of .015 inch (0.4 mm) wet film thickness, shall have a maximum "no pickup" drying time of 15 minutes to prevent displacement or discoloration under traffic. 860S 9/29/99 Page 2 Pavement Marking Paint Yellow Pigment CI 65 (Reddish Yellow) Characteristic Values Specific Gravity 1.74 to 1.76 Oil Absorption 20 to 30 % Moisture 0.5 % maximum Pigment retained on #325 (45 µm) sieve 0.1 % maximum C.I. Number 11740 Heat Stability 266 ° F (130 ° C) PRESENT VERSION: 9/29/99; REPLACES PREVIOUS ITEM NO. 860: 9/30/87 (d) 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. (e) •Consistency viscosity, measured with a Krebs- Modified - Stormer Viscometer at 77 (25 ° C), shall be from 80 -90 K.0 (with water deleted). (f) A thin film of paint spread on a glass plate and allowed to dry thoroughly shall not darken or show any discoloration when subjected to ultraviolet rays for a period of 5minutes. 2. Material Requirements (a) Raw Materials 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 that are equal, not only in quality and composition but also in physical and chemical behavior after aging in the finished product (2) After proposed brand names and types of raw materials by the City of Austin, no substitution will be allowed during the manufacture without prior agreement with the City. (3) It shall be the responsibility of the Contractor to utilize materials that not only meet the individual raw material specification, but that also produce a coating that meets the specific formula requirements. (4) All materials required to meet TxDoT, Federal and ASTM specifications must meet the latest specifi as indicated on the Drawings in effect on the date of the proposal or invitation to bid. (b) Pigments (1) Titanium Dioxide: Titanium Dioxide shall meet ASTM D 476, Type II requirements. (1) (2) Yellow Pigment: In addition to the requirements identified above, evidence shall be provided that the infrared spectrum matches the standard spectrum on file with TxDoT's Construction Division, Materials Section (CSTM) (3) Calcium Carbonate: Calcium Carbonate shall conform to ASTM D 1199, Type GC, Grade 1, with a minimum of 95% CaCO3 and Type PC, with a minimum of 98% CaCO3. 860S 9/29/99 Page 3 Pavement Marking Paint 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Acrylic Traffic Emulsion Characteristic Values Solids Content 49.5 to 50.5 Viscosity, #2 Spindle, 60 rpm, 77 ° F (25 ° C), cps 250 maximum pH " 10.0 to 10.6 Film appearance, 3 mil (75 µm) dry Smooth, clear, continuous 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 9/29/99; REPLACES PREVIOUS ITEM NO. 860: 9130/87 (c) Acrylic Traffic Resins: The acrylic traffic resin shall be similar and equal to the standard sample submitted by the manufacturer. The resin shall be approved prior to the contract award for the proposed use of the pavement paint. In addition to the requirements identified above, evidence shall be provided that the infrared spectrum matches the standard spectrum on file with TxDot's Construction Division, Materials Section (CSTM) (d) Miscellaneous Materials: These materials shall be similar and equal to the standard sample submitted by the vendor. The specific materials shall be approved prior to the contract award for the proposed use of the pavement paint. 1) Dispersant Byk 156 Tamol 850 Colloids 226/35 2) Surfactant Triton X-405 Colloids CA-407 3) Defoamer Foamaster 111 Drew 493 Colloids 654 4) Hydroxy Ethyl Cellulose Natrosol 250 HBR Bermocoll E431 FQ Cellosize QP - 30,000 5) Coalescent Texanol ante ate 1200 6) Preservative Troysan Dowicil 75 Nuosept 101 7) Methyl Alcohol ASTM D -1152, 1.3320 maximum 860S 9/29/99 Page 4 Pavement Marking Paint YPT -11 - LEAD FREE YELLOW TRAFFIC PAINT Component Pounds Ilograms Acrylic Emulsion, 50% Solids, Fastrack 2706 540 245. Coalescent, Texanol 20 9.1 C.I. Pigment Yellow 65, Sunglow Yellow 1244 30. 13.6 Titanium Dioxide, Rutile, Type II, Tiona RCL- 9(***) 20. 9.1 Calcium Carbonate, Type PC, Mississippi M-60 150 68. Calcium Carbonate, Type GC, Hubercarb M -4 450 204.1 Hydroxy Ethyl Cellulose, Natrosol 250 HBR ( *) 0.5 0.2 Defoamer, Foamaster 111 5. 2.3 Dispersant, Colloids 226/35 9. 4.1 Surfactant, Triton X-405 • 2. 0 . 9 Methyl Alcohol 30. 13.6 Preservative, Troysan 192 2. 0 . 9 Water, Potable ( * *) 18.** 8.1** TOTALS 1276.5 579.0 WPT -11 - LEAD FREE WHITE TRAFFIC PAINT Component Pounds Kilograms Acrylic Emulsion, 50% Solids, Fastrack 2706 540. 245. Coalescent, Texanol 20. 9.1 Titanium Dioxide, Rutile, Type II, Tiona RCL -9 100. 45.4 Calcium Carbonate, Type PC, Mississippi M-60 150. 68. Calcium Carbonate, Type GC, Hubercarb M-4 440. 199.6 Hydroxy Ethyl Cellulose, Natrosol 250 HBR ( *) 0.5 0.2 Defoamer, Foamaster 111 5. 2.3 Disapersant, Colloids 226/35 9. 4.1 Surfactant, Triton X -405 2. 0.9 Methyl Alcohol 30. 13.6 Preservative, Troysan 192 2. 0 .9 Water, Potable ( * *) 18.`* 8.1** TOTALS 1316.5 597.2 PRESENT VERSION: 9/29199; (e) Standard Formulae: The following tables represent the Standard Formulae to be followed by the manufacturer when manufacturing paint to be used by the Contractor on City of Austin paint striping contracts. REPLACES PREVIOUS ITEM NO. 860: 9/30/87 Formula: White Traffic Paint ( *) The Hydroxy Ethyl Cellulose amount may be varied up to two (2) pounds [0.9 kilograms]. Only 10 pounds (4.5 kilograms) shall be used in the actual manufacture of the pavement paint. The remaining 8 pounds (3.6 kilograms) shall be used as a drum float. Formula: Yellow Traffic Paint 860S 929/99 Page 5 Pavement Marking Paint 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Item Requirements 3rind Particles: 4 minimum, 8 maximum (TxDoT Test Method Tex-806-B) Gallon Weight: ± 0.10 lbs. of theoretical gallon weight (Liter mass:) (t 0.012 kilograms of theoretical liter mass) Consistency: 80 to 90 KU. PH: a minimum of 9.6 Skinning: No skinning within 48 hours (TxDoT Test Method Tex - 811 -B) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESENT VERSION: 9129/99; _ REPLACES PREVIOUS ITEM NO. 860: 9/30/87 Additional Criteria for Pavement Paint ( *) The Hydroxy Ethyl Cellulose amount may be varied up to two (2) pounds [0.9 kilograms] ( * *) Only 10 pounds (4.5 kilograms) shall be used in the actual manufacture of the pavement paint The remaining 8 pounds (3.6 kilograms) shall be used as a drum float. ( ***) Titanium Dioxide, Rutile, Special, Hilox will be allowed as a substitute in the YPT -11 formula only. (f) Container and Marking 1) Shipment Shipment shall be made in suitable, strong, well - sealed containers that meet this specification, State of Texas, and federal requirements and are sufficiently sturdy to withstand normal shipping and handling. 2) 'Drum Package Requirements. The paint shall be provided in a new, serviceable, non - leaking, 55 gallon (209 liter) lined, steel drum meeting all applicable federal regulations. Drums are to be non - retumable with full removable heads, three (3) rolling hoops and 12 gauge locking rings with 5/8 inch (15.9 millimeter) locking nut bolt. The nominal metal thickness is to be 0.044 inch (1.1 mm). Each drum is to be equipped with a natural sponge - rubber cord, high density gasket. The rubber shall be approximately 0.4375 inch (10.9 mm) thick. The gasket, when compressed, shall produce an airtight closure when the drum is sealed. When a locking nut is used on drum rings, the locking nut shall be in a non - locking position while tightening the ring. After the ring is tight, the locking nut shall be secured in the locking position. A seal shall be affixed to each drum in a manner that the contents of the drum cannot be adulterated without destroying the seal. 3) Bucket Packaging Requirements: Paint is to be fumished in new 5 gallon (19 liter) lined, 24 gauge steel, non - leaking, buckets. 4) Filling Instructions: The paint drums will be filled at 54.5 gallons (206.4 liters) by weight (mass) with a water float of 0.53 gallons (2.0 liters). The paint buckets will be filled at 4.95 gallons (18.75 liters) by weight (mass) with a water float of 0.05 gallons (0.18 liters). 860S 9/29/99 Page 6 Pavement Marking Paint PRESENT VERSION: 9/29/99; REPLACES PREVIOUS ITEM NO. 860: 9/30/87 5) Labeling: Finished paint product containers and cases shall be plainly and securely labeled with: a) City of Austin b) Name and designation of the product, c) Requisition number, d) Batch number, e) Manufacturing date, f) Gross weight, and g) Manufacturer's name. Labeling shall be prominently displayed on the sides of containers and cases and must be moisture resistant to withstand outdoor storage for a minimum of one year. When the finished product is palletized for shipment, the labels shall be displayed on the outside fore easy identification. Once the finished product has been labeled properly, the label shall not be modified or changed in any manner without specific approval from the City of Austin. (Note: The material manufacturer shall supply a Materials Safety Data Sheet to comply with OSHA's "Hazard Communication Standard 29 CFR 2; 1910.1200"). 860S.4 Construction Methods The Contractor shall use a crew, that is 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 on the Drawings ordirected by the Engineer or designated representative. All work shall conform to the current edition of the Texas Manual of Uniform Traffic Control Devices (MUTCD), The City of Austin Transportation Criteria Manual, Standard Details 804S -3C and 804S -3D, and this standard specification item. 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 (50 millimeters) and in addition, the deviation in alignment of the markings being placed shall not exceed 1 inch per 200 feet (25 millimeters per 30 meters) of roadway nor shall any deviation be abrupt. When deemed necessary by the Engineer or designated representative, the Contractor, at his expense, shall place any additional pilot markings required to facilitate the placement of the permanent markings in the alignment specified. Any and all additional markings placed on the roadway for alignment purposes shall be temporary in nature and shall not establish a permanent marking on the roadway. Materials used for pilot markings and equipment used to place such markings shall be approved by the Engineer or designated representative. 860$ 9/29/99 Page 7 Pavement Marking Paint PRESENT VERSION: 9/29/99; REPLACES PREVIOUS ITEM NO. 860: 9/30/87 Paint markings on the roadway that are not in alignment or sequence as indicated shall be totally and completely removed by any effective method approved by the Engineer or designated representative, except that grinding will not be permitted. Paint shall .be applied at a rate of not Tess than 15 gallons nor more than 20 gallons per mile of solid 4 inch stripe (not less than 35 liters nor more than 45 liters per kilometer of solid 100 mm stripe). Application rate for solid 8 inch (200 mm) stripe shall be between 30 and 40 gallons per mile (between 70 and 90 liters per kilometer). (These rates yield wet film thickness from 15 to 20 mils [ 0.4 to 0.5 mm].) Beads shall be applied to the paint markings at a uniform rate sufficient to achieve the retroreflective characteristics specified when observed conforming to TxDoT Test Method Tex-828-B. All markings placed shall have uniform and distinctive retroreflective characteristics. Applied markings shall be protected from traffic until they have dried sufficiently so as not to be damaged or tracked by normal traffic movements. 860S.5 Equipment Paint striping equipment used to place 4 inch (100 mm) solid or broken lines shall have the capability of placing a minimum of 60,000 linear feet (18 300 lineal meters) of marking per working day, Equipment used for placing markings in widths other than 4 inches (100 mm) shall have capabilities similar to 4 inch (100 mm) marking equipment and shall be capable of placing linear markings up to 8 inches (200 mm) in width in 1 pass. The equipment shall be maintained in satisfactory operating condition. The equipment shall be equipped so that one 4 Inch (100 mm) broken line and either 1 or 2 solid lines can be placed at the same time in alignment and spacing as indicated on the drawings. Four inch (100 mm) marking equipment wit be considered as unsatisfactorily maintained if it fails to attain an average hourly placement rate of 7000 linear feet (2 100 linear meters) in any 5 consecutive working days of 7 hours or more. 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 Tess than 15 feet nor longer than 15.5 feet (less than 4.5 meters nor longer than 4.7 meters). The total length of the stripe -gap cycle shall not be less than 39.5 feet nor longer than 40.5 feet (less than 12 meters nor longer than 12.3 meters) in variance from one cycle to the next nor shall the average total length of a cycle for a road mile (1.6 kilometer) of broken line exceed 40.5 feet or be Tess than 39.5 feet (exceed 12.3 meters or be less than 12 meters). ' The equipment shall be capable of placing lines of all widths with clean edges and of uniform cross section. Four inch (100 mm) lines shall be 4 inches (100 mm) plus or minus 1/8 inch (3 mm). Eight inch (200 mm) lines shall be 8 inches (200 mm) minimum and 8 1/4 inches (210 mm) maximum in width. The equipment shall be equipped with an outrigger or outriggers as required to place edge - lines as called for in the plans. The equipment shall be equipped with traffic glass bead dispensers, 1 for each paint spray gun, placed on the equipment so that beads are applied to the paint almost instantly as the 860S 9/29/99 Page 8 Pavement Marking Paint PRESENT VERSION: 9/29/99; REPLACES PREVIOUS ITEM NO. 860: 9/30/87 marking is being placed on the roadway surface. The traffic glass bead dispensers shall be designed and aligned so that the beads are applied uniformly to the entire surface of the marking. The traffic glass 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 non - pressurized type. 860S.6 Measurement Work for Pavement Marking Paint lines will be measured by the linear foot (lineal meter. 1 meter equals 3.28 feet) of the various widths. Work for pavement marking, paint letter or figures will be measured by the square foot (square meter 1 square meter equals 10.76 square feet). 860S.7 Payment Work performed as prescribed by this item, measured as provided under "Measurement", shall be paid for at the unit bid price for "Pavement Marking Paint" per linear foot or square foot of the various widths specified. This price shall include full compensation for furnishing all labor, tools, equipment, materials and incidentals necessary to complete the work specified. Payment will be made under one of the following: Pay Item No. 860S A: Pay Item No. 860S -B: Pay Item No. 860S -C: Pay Item No. 860S -D: End SPECIFIC CROSS REFERENCE MATERIALS Specification Item 860S "Pavement Marking Paint (Reflectorized)" Texas Department of Transportation: Manual of Testing Procedures Designation Tex 801 -B Tex 806 -B Tex 810 -B Tex-81 1 -B Tex 822 -B Tex -826 -B Tex -828 -B Tex -830 -B Tex 831 -B Tex -832 -B Pavement Marking Paint, — In. Pavement Marking Paint Pavement Marking Paint (Reflectorized), In. Pavement Marking Paint (Reflectorized) Description Testing Coatings and Related Materials Method for Determining Grind and Oversize Pigment Particles Test Method for Color and Color Stability of Opaque Colored Texas Department of Transportation: Materials Specifications Designation Description D-9 -8200 Pavement Paint YPT -11 and/or WPT -11 Pavement Paint 860S 9/29/99 Page 9 Per Linear Foot. Per Square Foot. Per Linear Foot. Per Square Foot. Pigments Skinning Characteristics of Coatings Method for Determining Refractive Index of Glass Beads Water Absorption Test of Beads Determining Functional Characteristics of Pavement Markings Method for Sampling Traffic Stripe Beads Method for Determining The Gradation of Glass Traffic -Stripe Beads Methods for Determining the Roundness of Glass Spheres Pavement Marking Paint 1 9/29/99; sting and Materials (ASTM) *sting . Specification for Titanium Dioxide Pigments r flcation for Methanol (Methyl Alcohol) with Refractive Index e cification for Calcium Carbonate Pigments ecommended Practice for Operating Light -and- Water - Exposure Apparatus (Carbon -Arc Type) for Exposure of 'Nonmetallic Materials - r - OSHA 29 CFR Lz scription ard Communication Standard." O C:etails scription arking Stalls, Crosswalk, and Stop Bars l eneral Notes ation Criteria Manual Description raffle Control Uniform Traffic Control Devices for Streets and Highways Description arkings ffic Controls for Street and Highway Construction, Maintenance, Utility and Incident Management Operations Markings ntrol of Traffic Through Work Areas P Description I flectorized Pavement Markers breviated Pavement Markings Non- Reflectorized Traffic Buttons IMO Bar Tile Waxy Adhesive Work Zone Pavement Markings g flectorized Pavement Markings efabricated Pavement Markings Raised Pavement Markers Ur inating Existing Pavement Markings and Markers vement Surface Preparation For Markings Transportation: Standard Specifications for Construction ▪ hways, Streets, and Bridges scription Work Zone Pavement Markings ▪ flectorized Pavement Markings ▪ fabricated Pavement Markings 1 REPLACES PREVIOUS ITEM NO. 860: 9/30/87 M NO. 860: 9/30/87 S "PS REFERENCE MATERIALS (Continued) 860S avement Marking Paint (Reflectorized)" I CROSS REFERENCE MATERIALS Specifications tructiort irkers talc) ment- Vehicle Systems Page 10 Pavement Marking Paint ' avement Marking Paint PRESENT VERSION: 9/29/99; REPLACES PREVIOUS ITEM NO. 860: 9/30187 RELATED CROSS REFERENCE MATERIALS (Continued) Specification Item 860S "Pavement Marking Paint (Reflectorized)" Texas Department of Transportation: Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges Designation Description Item No. 662 Work Zone Pavement Markings Item No. 666 Reflectorized Pavement Markings Item No. 667 'Prefabricated Pavement Markings Item No. 672 Raised Pavement Markers Item No. 677 Eliminating Existing Pavement Markings and Markers Item No. 678 Pavement Surface Preparation For Markings Texas Department of Transportation: Manual of Testing Procedures Designation Description Tex 829-B Method For Measuring Pavement Temperature American Society for Testing and Materials (ASTM) Designation Description D 235 Specification for Mineral Spirits D 362 Specification for Industrial Grade Toluene D 600 Specification for Liquid Paint Driers D 605 Specification for Magnesium Silicate Pigment (Talc) D 740 Specification for Methyl Ethyl Ketone D 1210 Test Method For Fineness Of Dispersion Of Pigment - Vehicle Systems 860S 9/29/99 Page 11 Pavement Marking Paint 7.0 PLANS, DETAILS AND NOTES INDEX OF DRAWINGS Cover Sheet Z01 General Notes Z02 Site Plan CO1 Layout Plan CO2 Grading Plan Co3 Drainage Plan C04 Irrigation /Landscape Plan CO5 Illumination Plan C06 Miscellaneous Details C07 Miscellaneous Details C08 Miscellaneous Details C09 1 1 R _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .. 1 Date: July 6, 2000 Owner. City of Round Rock Project Name: Library Parking Lot Engineer. Martinez, Wright & Mendez, Inc. This Addendum forms a part of Contract and clarifies, corrects or modifies original Bid Documents, dated June 20, 2000. Acknowledged receipt of this addendum is required. Failure to do so will subject bidder to disqualification. A. Project Manual Revisions: Section 6.0 — Technical Specifications 1. Add the following pages to the beginning of this section as pages TS -1 through TS -5. Section 7.0 — Plans, Details and Notes 1. Revise Note #1 of Sheet CO5 to read as follows: New tree (evergreen) Yaupon Holly (5) spaced 20'- 0" o.c., minimum 4" caliper multitrunk.° 2. Revise Note #2 of Sheet CO5 to read as follows: "Dwarf Yaupon Holly or Mountain Laurel (evergreen) spaced 3'-6" o.c., minimum 4" caliper multitrunk.° This addendum consists of 6 pages. (Includes attachments.) End Approved by ENGINEER Bidding Requirements, Contract Forms & Conditions of the Contract Addendum ADDENDUM NO. 2 06/29/00 Page 1 Addendum 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 1 ITEM 1 GENERAL DESCRIPTION 1.01 SCOPE OF WORK The work covered by these Specifications consists of furnishing all labor, equipment, appliances, materials and performing all operations in connection with the 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 NOTE: The item number designation shown in parentheses adjacent to captions herein is a reference to City of Austin Standard Specifications. STREET, WATER, SEWER AND DRAINAGE IMPROVEMENTS The current City of Austin Standard Specifications as adopted and amended by the City of Round Rock and the current City of Austin Erosion and Sedimentation Control Manual are hereby referred to and included in this contract as fully and to the same extent as if copied at length herein and they shall be applied to this project except as modified in these Specifications and on the Plans. Wherever the term "City of Austin" is used in the Austin Specifications, it shall be construed to mean the City of Round Rock. Wherever the term "Engineer" is used in the Austin Specifications, it shall be construed to mean the City of Round Rock. ITEM 2 CONTROL OF WORK 2.01 CLEAN -UP 2.01.1 CONSTRUCTION SITE _ During construction the Contractor shall keep the site free and clean from all rubbish and debris and shall clean-up the site promptly when notified to techspec mst/spec.macter TS -1 1 1 1 1 1 1 1 1 ■l,. 1 1 1 1 1 1 1 1" 1 2.01.2 BACKWORK do so by the Engineer. 2.02 GRADING techspec.mst/spec 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 governmental entities which have jurisdiction, and the Owner's authorized representative. The quality of material and the quality of installation of the improvements shall be to the satisfaction of the Engineer. It shall be the Contractor's responsibility for the construction methods and safety precautions in the undertaking of this Contract. TS -2 1 1 1 1 1 1 1 1 F 1 1 1 1 1 1 1 1 3.02 NOTIFICATION techspec.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 comers, 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. 4.03 TRAFFIC CONTROL MEASURES AND BARRICADES TS -3 1 1 1 1 1 1 1 techspec.mst/spec muter 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 The Contractor shall be responsible for the protection, reference and resetting of property corner monuments if disturbed. 4.05 DISPOSAL OF SURPLUS MATERIAL The Contractor shall at his own expense, make arrangement for the disposal of surplus material, such as rock, trees, brush and other unwanted backfill materials. 4.06 CONTRACTOR'S USE OF PREMISES The Contractor shall, at his own expense, provide additional space as necessary for his operations and storage of materials. 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 1 1 1 1 1 1 1 1 1 1 1 1 1 5.02 MATERIALS AND WORKMANSHIP techspec mst/spec muter 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