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R-01-04-26-14E2 - 4/26/2001RESOLUTION NO. R- O1- 04- 26 -14E2 WHEREAS, the City of Round Rock has duly advertised for bids for the construction of A.W. Grimes Boulevard, Phase I, and WHEREAS, RGM Constructors, Inc. has submitted the lowest responsible bid, and WHEREAS, the City Council wishes to accept the bid of RGM Constructors, Inc., Now Therefore BE IT RESOLVED BY THE COUNCIL OF THE CITY OF ROUND ROCK, TEXAS, That the bid of RGM Constructors, Inc. is hereby accepted as the lowest responsible bid and subject to the negotiation and final approval by the City Manager and City Attorney of a contract document, the Mayor is hereby authorized and directed to execute a contract with RGM Constructors, Inc. for the construction of A.W. Grimes Boulevard, Phase I. 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 26th day of Ap , 201 RO: 'T A. S LUKA, •/ Mayor A EST: City of Round Rock, Texas /. E LAND, City Secretary O�\ WPOOCS \RSSOLUTI \R1092682.WPO /ac A. W. Grimes Boulevard THE CITY OF ROUND ROCK BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE: (512) 218 -5555 BID TABULATION SHEET CHECKED "EOR" Mike Midkiff, R&H 1/19/01 1 OF 5 CONTRACT: LOCATION: A.W. GRIMES BOULEVARD Contractor RGM Constructors Bid Bond? Ck 517,130.00 Contractor Capital Excay., Inc. Bid Bond? 5% Contractor Deavers Construction Bid Bond? 5% DATE: JANUARY 18, 2001 ITEM UNIT APPROX. QTY. UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST 1. PREP ROW STA 105.7 $300.00 $31,710.00 $900.00 $95,130.00 $1,000.00 $105,700.00 2. REMOVE CONCRETE SIDEWALK SY 252.0 $8.00 $2,016.00 $9.00 $2,268.00 $20.00 $5,040.00 3. REMOVE CONCRETE (C &G) LF 453.0 $4.00 $1,812.00 $5.00 $2,265.00 $7.00 $3,171.00 4. EXCAVATION (RDWY) CY 41798.0 $2.50 $104,495.00 $3.20 $133,753.60 $2.75 $114,944.50 5. EXCAVATION (CHAN) CY 10352.0 $5.00 $51,760.00 $5.00 $51,760.00 $3.25 $33,644.00 6. EMBANKMENT (ORD COMP)(TYB)(CL3) CY 65678.0 $2.75 $180,614.50 $3.40 $223,305.20 $6.50 $426,907.00 7. FURNISHING/PLACING TOPSOIL(CL2)(5 ") SY 65054.0 $0.50 $32,527.00 $1.00 $65,054.00 $0.70 $45,537.80 8. BLOCK SOD (BERMUDA) SY 22708.0 $2.60 $59,040.80 $2.40 $54,499.20 $2.65 $60,176.20 9. CELL FIB SEED (TEMP)(WARM) SY 33527.0 $0.19 $6,370.13 $0.18 $6,034.86 $0.15 $5,029.05 10. CELL FIB SEED (TEMP)(COOL) SY 33527.0 $0.19 $6,370.13 $0.18 $6,034.86 $0.15 $5,029.05 11. HAY OR STRAW SEED (PERM)(RURAL)(CLAY) SY 44346.0 $0.25 $11,086.50 $0.18 $7,982.28 $0.20 $8,869.20 12. VEGETATIVE WATERING MG 1952.0 $11.00 $21,472.00 $15.00 $29,280.00 $13.00 $25,376.00 13. SOIL RETENTION BLANKET (CL1)(TYA) SY 7142.0 $1.05 $7,499.10 $1.10 $7,856.20 $1.00 07,142.00 14. IRRIGATION ENCASEMENT PVC (SCH)(40)(4 ") LF 2232.0 $5.50 $12,276.00 $22.57 $50,376.24 $20.00 044,640.00 15. ROLLING (PROOF) HR 80.0 $122.00 $9,760.00 $100.00 $8,000.00 $87.00 $6,960.00 16. FLEXIBLE BASE (TY D GR 6 CL 4x10 ") CY 29917.0 $16.00 $478,672.00 $20.00 $598,340.00 $16.50 $493,630.50 17. LIME TREAT SUBGR (OCX8 ") SY # # # # # ## $2.25 $242,327.25 $1.10 $118,471.10 $1.30 $140,011.30 18 LIME (TY A SLURRY OR TY C SLURRY) TON 2456.0 $84.00 $206,304.00 $88.50 $217,356.00 $85.00 $ 208,760.00 19. PRIME COAT (AE -P) GAL 18966.0 $1.14 $21,621.24 $1.20 $22,759.20 $1.50 $28,449.00 20. ASPHALT CONC TY C (LEVEL UP)(PG- 64 -22) TON 200.0 $48.00 $9,600.00 $51.00 $10,200.00 $38.00 $ 7,600.00 21. HOT MIX ASPHALTIC (TY B)(PG- 64 -22) TON 10431.0 $33.75 $352,046.25 $35.00 $365,085.00 $33.50 $ 349,438.50 22. HOT MIX ASPHALTIC (TY C)(PG 70 -22) TON 10431.0 $35.75 $372,908.25 $37.00 $385,947.00 $35.00 $ 365,085.00 23. HOT MIX ASPHALTIC (TY C PV 32 SURF)(PG76 -2: TON 10431.0 $37.75 $393,770.25 $40.00 $417,240.00 $41.00 $427,671.00 24. PLAN ASPH CONC PAV (0" TO 2 ") SY 225.0 $38.00 $8,550.00 $11.00 $2,475.00 $17.00 $3,825.00 25. TRENCH EXCAV PROTECTION LN 16941.0 $1.00 $16,941.00 $0.98 $16,602.18 $0.50 $8,470.50 26. DRILL SHAFT (18 IN) LF 240.0 $53.00 $12,720.00 $66.25 $15,900.00 $50.00 $12,000.00 27. DRILL SHAFT (30 IN) LF 2040.0 $88.00 $179,520.00 $97.86 $199,634.40 $90.00 $183,600.00 28. CL C CONC (ABUT) CY 411.0 $329.00 $135,219.00 $415.00 $170,565.00 $350.00 $143,850.00 29. CL C CONC (BENT) CY 589.0 $419.00 $246,791.00 $430.00 $253,270.00 $350.00 $206,150.00 30. BRIDGE APPROACH SLAB CY 685.6 $185.00 $126,836.00 $200.00 $137,120.00 $180.00 $123,408.00 THE CITY OF ROUND ROCK BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE: (512) 218 -5555 BID TABULATION sEIEET CHECKED "EOR" Mike Mldkiff, R&M 1/19/01 z OF 5 CONTRACT: LOCATION: A.W. GRIMES BLVD. Contractor RGM Constructors Bid Bond? Ck $17,130.00 Contractor Capital Excay., Inc. BId Bond? 5% Contractor Deavers - Construction Bid Bond? 5% DATE: JANUARY 18, 2001 ITEM UNIT APPRO ■ ITY. UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST Ell at 3IDIHkhI it:mmu mi0117 '. 29,925.00 IIIIMEMIENEEM •200.00 2.,.00.00 k1, #Ca011N0[K /).ratli rirM1R IEA MAE= 4.50.0 ' , '• • II '.54.00 • 7'3,500.00 4,400.00 IIIIIIMEENELIMEMEMIN ,'Jg '•40.00 '•5.8,675.00 '•144,001.00 '•9.00 '•30.00 70.00 '• I M271<:IQO(i21 MIZEM,Ea SILIMcIONIMAYCVIRAiF• I Ea • 9: 70f .`1IY ;IH1a1al E $13f:: /RIN:1D/4\1[Y1►L LEA llI-yA 346.0 '• M '•0.90: '• 5.,032.00 ,� '48.00 '•219,456.00 �• M s •: • LL :1 �I •14,692.00 EI K/)0(N:9 /I:1DYY:ID/:V MORIZMIZI(KQ@(NI(NPIOT611 � ��i� r: : '.390.00 '• •. 1 I '•34,320.00 �� '• 85.27 '•33,903.76 •200.00: '•415.10 '•127,000.00 '•3.,520.00 • •7• \• 1 1 � $95.00 $124,545.00 $85.00 $111,435.00 $150.00 $196,650.00 poics8F.vldolori9:tazIOlYlOWIR 01114'.2.4. ■111■1=111 'i• 1 566.0 :Z.K1 122211111111EMEELLIMALtiMp.TiTartIWI ' k 2 56,160.00 � Ie1:1C67:107 1.1111111MOWTMIViril '• 144,580.50 '.60.00 .245.00 IIIIMIEEEjIMV MIOSOM '138,670.00 &MEM tWort IN:LY.(NI1haLC7ng*alyY "� EP (N4ILII(1gU0IQ •11, 24 11 '. .10 . '•68,238.00 '•44.: '.84,956.31 '•35.10 '•6•, 42. 1 44. HC PIPE (CL III)(30 ") $43.00 $54,244.50 $58.40 $73,671.60 $50.00 $63,075.00 C5'ig;(NAIJI[(N1lIIIIQ 1 1A l :E al '• 159,598.60 ' M UUMUU •70.00 MUM= 021: 21a(Ng111I • :11, `A® ' M '• 258, 1 .00 __alMai fsLElFfl .100.00 '•235,370.00 au Tr• \07[(KIl1 Y11I 11m I �Y Imllig=0 '.7 :,745.80 IIIIMY EM :Bialla C[ag1,1111YY((K/h51911I1H;(!]�I II' '.1,800.00 '.7,200.00 lagai,1 MINIMA '•1 ,410.00 IMILUIOIYYLI/A'IDI LLEIDY ILII®i '• 11 �2111(12211MIL MILIIELMEEI '. 2,500.00 '•127,500.00 6YOoIOIIINIKKE6101 ag lf6 ' I MMI91R' dlili l�kliBlisl� iLBRALlClbY00o MI 61R:4IM M IPII$ E:116119D(H;iIIIf *Ell01113,MELE, &Pm am MINM LIIIIMEIU l 100.0 Elm L' -' '• • Ej '500.00 EEFfiTiKi9919111 ,800.00 '•5I,I'0.00 '.500,000.00 '• 1,997.56 '' '•475,000.00 1, •j"'�� X3!1 M11��.�7 '•475,000.10 .12121023 •.400.00 '•601,111.10 '•5,100.0' '•40,000.00 '•600,000.00 Hill /1K:WI :TO lll9I.01C 1119tNYT(K11111 5 , • 1 : 1,.I• 1 1 8% rti.11•1•4(HIMIF:itefatVW11111101911 II IIIIII '. M � � � _EEIE1 �:2321±#3�7�� '. • _ _ i � '.23,981.75 IIMMUla , '.11, 26.28 '•61,046.31 '. 237,964.76 '• 1, 50.00 :HIMI__1:>_I316A1 '•6.00 '•21,000.00 • ' • :'' KIIMA MAVIIIIIDMISIJI 13 F'S:atK/)0[NNIPIY I5IjYYDLI bpiIIIPVIONINI.PIP1;7:I MAUI/ pal �0 64.0 00.0 '.600.00 &lai '•40.00 '•38,40'." := '• 0,001,11 : �E •'] '. • •:111 •601 .00 '. 24.00 •. : 11 M5T:1CtLMI •. .• •:• /I '• P�111 IIKOZMON012110m 4111 :I 611 111111 MA Fi:)99 11I1011)Il ;lY11L .1, "/ •1.11` • /•• • ..1 • •, 1 , 11,1,1 , 1 I, 11 . , ,11.11 , 1,1 • , 1'1'1 , 11 THE CITY OF ROUND ROCK BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE : (512) 218 -5555 BID TABULATION SHEET CHECKED "EOR" Mike Mldkifl, R&H 1/19/01 3 OF 5 CONTRACT: LOCATION: A.W. GRIMES BLVD. Contractor RGM Constructors Bid Bond? Ck $17,130.00 Contractor Capital Excay., Inc. Bid Bond? 5% Contractor beavers Construction Bid Bond? 5% DATE: January 18. 2001 ITEM UNIT APPRO. ! UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST pill : /NIVV/ 111 /061111//C RICI.9N1SKf)T :\MICIA)'1 (IRM:, •. i::: '.: • i::: •. i s •.: :: i s •.700.00 •r.. P::: EU 411!EOIUY1[I:aMy I AL ', 11 •. 11 '. 11 II '• 11 '• 11 RAIMINI0111111.11110:01614011:11ZTIELIZIMMEMIEIMKUMa %6.00 thki'iFa0D7 RI ODI11QI1111YYf12VNTf_I! IIIT)Y `1AMIELM ' . 11 '. 1,870.10 Ilijilla '•1,:70.00 IMMIDEJ '•1,:70.00 w ars IIaTIO I1M1IIIIilC 7:iAhT:31M1.441.1.2alnr j lE1 ,,olo ara 1] ;140 •.:.. EA [ 3 :3•:18c[I'JI1[NINlesa1naMilliga 1A1.isiro 11ummzili t '• 909.30 1212,11 '•952.60 1:21a '•:66.00 rworeig11smarTU:rY1mo .>itin meniac ammu, •.. 1 11 . • 1 11 •...1 11 •. •:1 1 '.651.00 . • 1 11 [:kORKIV.I1I11117'a WICK ORII7$o >411W/1:1 ;/1l11.1 1.11.1 CiIC[:Igal '. 11 •. 11 •. 11 11 [4:1•311DMIMD1:VAIV /1T *>411Y TISillihgliegiff31.•11(211111MIELE 11.1M1 11 •. 111 11 •.6,050.01 •. 11 11 :Elaa 10,122LaLa o1liipiz El 111;111.y11:TeR /Mf.zinfoo mEal 1 1 �3•Fi 1T[iLl_•pb_+'.___ '. 258.50 '.2. ,367.00 '•2 0.00 '. , 40.00 kII. 911F, VI11: a1 :11LYM.M:15111B•1111®i •.700.00 .111111MMALMICEIMINELAMENI rl 'IIIII:ID101I/:11M11111 :01:111:NVI :f •. .1 1I •. .1 11 3fli1T11 ' . . 11 2[1121 . . 11 impym1 17yIl aAPa; /11111:f.Y1mme:HPLIh/U:k.9 imm 1 1 '•' 11 • 112,530.00 '.' 9.00 •1 '•110.00 '•133,101.00 • 9 • • • •I•\9• 11 4 : •a• mi '• 1 1 � uj � um � •I t' '. ,669.90 '.I 1 •. 05.00 75. RENL PAV MARK TY 1(W)(8 ") (SLD) IMAILZ1911111111111EMIIIIIILEMMIIIIMMIlladlild pg:a'DIWI1:7:v10Y1:1 :41:1 /115 m 1 1 '. • 1� �.�i1GYwA R17lim . 1 I1 athi . 1 11 oD1ylIMV/I iEIVIN IIY/1WORWTP110 1111 I I 11 .750.00 11111111MM '.808.50 1: '•825.00 PO" DIOIf1V:\•/ 114 1 " WOW "VeRMIIMMIN R lW ' . 1I . leaLa •. 11 • . 11 • . 11 . 11 10'il:a Dl,>1111 :1W /:1 :aN4lYR/:yT100 :a 1) 1, '.• 11 •. •• 11 •. 99.01 •. 1.• 11 •. 1111 IIIIIKE�[I:1llTil [317111: 4 DIy1I7 :MI:101N411111•111MT4WKIMII) .12A .11 �i .286.01 ,M1 '•286.00 ;. .1}1Mil ITIM•431ain : \•/16Lrrokranivai IYII :34 11 m/i 9410.0 �•� '.1,787.90 '.1 1 '.1,882.00 jaIl 1,882.00 . . 82. • • .M. r ' 11 8 1 L.I • , 1 I LLEI ME . 1 . 1 . 1 •. I I I 1 rma: aD1011IV:\• /15L•\:a:a111 /1\hovieT(.911y 1gi 620.0 IMELI 868.00 ; '•923.80 :EM '.930.00 MN iMI WV/WI :4 *WI1(O IKZWT(.9119�/� 1 1 11EU '.890.00 INEI : FItia'l 1 ] !MEM WWI VAIM1 :a :111IY WM MILLI '• 38.00 '. 1,178.00 .39.60 .40.00 .1,240.00 gr111 1019117 :VVI41:a:1111 /11:f=1"1q:aq)EZEREDI ' . • • 11 . . • I I � 1� • .47.00 .1,457.00 W>rl♦Noni1I V: I VI..1 :a :41111f1ITEIYTIVAD) 1j/111 .1 1 111MM iJ '. 286.00 MEW '.28..00 migamillitaill matrAmV:\• /11 oitirowno:a01y1mesermigim■D/l 1 1 '.2.80 '•644.00 :. '•671.60 111111111111001 690.00 11:1111•7•113.710/ I I'Vra[NII:u08DI11Y1111 erer Kamm g . I1 imim. Ia 1,:. 1 •. I1 •. 1,410.00 •1 • •. • • •'i•1' .11 . 1 .. 1 . 1 .. .1 1 . 1,1 TILE CITY OF ROUND ROCK BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE: (512) 218 -5555 BID TABULATION SHEET CHECKED "EOR" Mike Midkiff, R&H 1/19/01 4 OF 5 CONTRACT: LOCATION: A.W. GRIMES BLVD. Contractor ROM Constructors Bid Bond? Ck $17,130.00 Contractor Capital Excay., Inc. Bid Bond? 5% Contractor beavers Construction Bid Bond? 5% DATE: January 18, 2001 ITEM UNIT APPRO •TY. UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST '1. 1NY • 910.0 '•10.50 '•9,555.10 '.•.'1 '•9,009.00 •8.50 '•7,735.00 92. ROCK FILTER DAMS (REMOVE/REPLACE)(TY I RI 910.0 $8.00 $7,280.00 $9.90 $9,009.00 $11.75 $10,692.50 93. • 1 ' • 1 . ! • , It . A 1 1 ■111111111 1� 1211111 •. 11 11 ' . 11 '.4 ,550.00 94. 11 ' 1 '4 1800.0 '•1.45 '. ,.11.11 '. 5.50 •9,900.00 '•11.00 '.19,800.10 95. CONSTRUCT EXIT (REMOV)(TY I) : 'N / 11 s •s' • 1 1 s I • 0 1800.0 1:.1 $0.72 •' 1.11 $1,296.00 .1,638.00 $5.50 •103.80 $9,900.00 •1,868.40 $4.00 .50.00 $7,200.00 •901.01 97. BLADING WORK (EC)(CL 1) " 18.0 $160.00 $2,880.00 $77.89 $1,402.02 $50.00 $900.00 98. GABION MATTRESS (6 IN) 13.9 $170.00 $2,363.00 $198.00 $2,752.20 $330.00 $4,587.00 99. •1• 1 • 1 0000# • 1.05 '•15,750.11 '.1.32 '.19,800.00 '•1. 1 '.18,000.00 100. TEMP SDMT CONT FENCE (REMOVE & REPLA 7000.0 $1.00 $7,000.00 $1.32 $9,240.00 $1.50 $10,500.00 101. TEMP SEDMT CONT FENCE (REMOV) 098888 $0.52 $7,800.00 $0.11 $1,650.00 $0.25 $3,750.00 102. FIBER ROLL 640.0 $13.00 $8,320.00 $3.85 $2,464.00 $3.00 $1,920.00 103. 1 •\I 1) • 1 I11 •• • • :'f0 •\I 5. 1.1 ',19.00 '•11,210.00 '•17.88 '•10,549.20 '•18.00 '.11,.20.00 104. RLEOCATE EXIST FIRE HYDRANT EA 2.0 $3,000.00 $6,000.00 $995.25 $1,990.50 $800.00 $1,600.00 105. INSTALLATION OF HWY TRAF SIGNALS EA 1.0 $115,000.00 $115,000.00 $121,000.00 $121,000.00 $120,000.00 $120,000.00 BASE BID TOTAL: 0000 # # # # # # ## $8,105,524.31 # # # # # # # # # ## 7867 q/7 70 YZ`/z 385. C,ao THE CITY OF ROUND ROCK BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE: (512) 218 -5555 BID TABULATION SHEET CHECKED "EOR" Mike Midkitf, RAH 1/19/01 5 OF 5 CONTRACT: LOCATION: A.W. GRIMES BLVD Contractor RGM Constructors Bid Bond? Ck 817.130.00 Contractor Capital Excay.. Inc. Bid Bond? 5% Contractor Drovers Construction Bid Bond? 5% DATE: January 18. 2001 ITEM UNIT APPRO• QTY. UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST ALTERNATIVE (1) BID IMBI MLK RANDINVORIORII I;ID1R EfyMM�'I+i9DIM l .ZE !ate 'I7•i AIMitlIPATIIITIl :I I • I I IM '. i s I I '. • I I I I I '. LUI it .I I II mmilu OIIOII � )TKILIOI7 Ell'11DRIIIIl III :II M .III I I mi.m moire MT./M:171L7 .• . I PI M:7iMOIEI7 '. • I I I '. PI MIIIIMIIMM • :,•00.00 •12,800. I �ZsiF il 1 XI( I HOORN MIDOIRSIMOIYWh`[tf. ITi1DATONI al i 1M:1W':I: \ pll'isras1/ .111:INVIDIN[H:RiDr1wakw•L•!A`I ommiim MIKEVU lull ', • • I I '. I I (a . FLL jxul \!O]I7sM111 �3M[KIIQII [:»IJ DIIDI IMUF.RI II WA LIAL'ZMf3IEI ji]KAM ggamg1, 112A MEM 11 1 ILI iM mm3XOIPAI17i3TIIOIummitym.iOIIQimEIDTIIIIims[OIIO17 MM7sIIDIIM7 INIMME O17 III IT I TIBIiS•PX,Iil• I,1.Y14)..1rAX LE:YZIIO171LLMdYl '. II II .1111 �'� : I I 11 IIIII IIOTKAILif i INMEMIOI7 '. I I I I Y10Y.Ia YDI,y :WAsKI∎Is7:TO f0111 11 '. I'I II .. • PI I I I I'I I I . , I I I.1 I OI . . I I I I IMMIR , 1T1 1.1 1 (i , .Ink 11Lf[YI a;ateYYa ita Dwasinras N,51:>/:\R mama tlDlgmnuDirx-.9DI137Q•11aWA MU#,YOQO77 IMMI illy$:f 1 1 1 1 1 ,: Ti . I 1 ID7tKNe(N;iDYYDIDIe(414:1OR. DRY . In D1'4 N . ". 9 , ALTERNATIVE (1) BID TOTAL 8553.792.00 8584.335.00 8625.870.00 ALTERNATIVE (2) B1D 11111Nt4•4010 eIDUYVONIP-kll MII III ',MI, lms1,IiImtiQIAUlm3'7!.YIDAD7 gLium umgwyd•Zligo ' 1 I 3DI17O1ralimi as mmilimYd:I1M7oim$WuIIIM] AImar t4 Emma= ':r 1 PI I ITI impot.71IOi .. • 1I I I `' •.xITITIIITI vomma171I1717l . • 11 PI mizz �kIII:T:I0I 77777;gf�MI1 .4 ,, 2;zamm.twirtrorin) '• • 11 mm.: 1 I 1 11 . • I1 111 II :7KII1I17 p l• moo, BD713NmodoNref. RI�DI I;I DI:YYY7:7: \ @Y GIB act' DI:+ 7. wYDIDImo :1H:\.`mi1DIIYIIkrs rim) mwmaLg Li. 1D7:7I /: \M roe:mow I1Il(k esurra et l411■E£ ggam IFZEM1R ■ IIIMMIIIMpi 11Il ij a I I .I .. 11 . • 1 I 1 .. : 11 11 MMIiTilli IIIII T'dIIC17 . 1111.11 iMIVAIVErlrilli .. 1 11 '. • : I I ITI YO00111 III=IYAf jllMMK:IA.LM '.1 , 111. 11 l iMF:Ter(:TIl . 11 vAlarozfmi ;Nov owl winos a :mini oei' '. 11 I 1 MIS:T:75DMAM7 1G' gaMK.R . , 111.11 •. . I I 1 : • 11 11 '. VI ITi . 111 . 1 11 M:EIrOMAM7 MIc MM EMIII '. • 11 .4 '.. 111 11 '. • . 10.00 I Ii O I IIWIMIPo7 4,:11.11 0wI \IVAltr NII:1i1YYD1;1D1 M I s s r1: \1• 1 . • .\ I •R D7iKIA(N Y 1 . •\ICI I N' ' 16 •I. •I ' ALTERNATIVE (2) BID TOTAL 8782,944.00 8830.992.60 8958.509.00 Base Bid Total: 87.867,417.70 88.105.524.31 88,242.385.60 ALTERNATE BID ITEM 1 + BASE BID 88,421,209.70 88,689,859.31 88,868.255.60 ALTERNATE BID ITEM 2 + BASE BID 88,650,361.70 88,936.516.91 89,200,894.60 TIE CITY OF ROUND ROCK BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE : (512) 218 -5555 BID TABULATION SHEET CHECKED "EOR" Mike Midkiff, R&H 1/19/01 1 OF 5 CONTRACT: LOCATION: A.W. GRIMES BOULEVARD Contractor Balfour Beatty Bid Bond? Ck 517,130.0. Contractor Garey Construction Bid Bond? 5% Contractor JD Abrams Bid Bond? 5% DATE: JANUARY 18, 2001 ITEM UNIT APPROR QTY. UNIT PRICE ' COST UNIT PRICE COST UNIT PRICE COST 1. PREP ROW STA 105.7 $1,700.00 $179,690.00 $1,225.00 $129,482.50 $3,000.00 $317,100.00 2. 9 T • f 1NCRETE SI 1 fi • ' SY 252.0 ' 10.00 '•2,520.00 '•6.20 '•1,562.40 ';8.00 '•2,016.00 3. REMOVE CONCRETE (C &G) LF 453.0 $2.00 $906.00 $3.75 $1,698.75 $8.00 $3,624.00 4. ' • •A 1 •11 ff ') C 41798.0 '•5.75 •240,338.50 '•7.00 '•292,586.00 .5.00 '•208,990.00 5. EXCAVATION (CHAN) CY 10352.0 $5.75 $59,524.00 $8.00 $82,816.00 $5.00 $51,760.00 6. EMBANKMENT (ORD COMP)(TYB)(CL3) CY 65678.0 $4.25 $279,13L50 $6.00 $394,068.00 $5.00 $328,390.00 7. FURNISHING /PLACINGTOPSOIL(CL2)(5 ") SY 65054.0 $1.00 $65,054.00 $0.85 $55,295.90 $1.50 $97,581.00 8. BLOCK SOD (BERMUDA) SY 22708.0 $2.45 $55,634.60 $2.35 $53,363.80 $2.70 $61,311.60 9. CELL FIB SEED (TEMP)(WARM) SY 33527.0 $0.17 $5,699.59 $0.16 $5,364.32 $0.14 $4,693.78 10. L 1: 1 Ti*) i • MILEMEIZA • 4,693.78 MLIM MINE'MI '4,358.51 •/• • . iT 7T i 44346.0 •0.19 '•8,425.74 '•0.18 '7,982.28 '•0.20 '.8,869.20 HI 1952.0 $9.25 $18,056.00 $10.00 $19,520.00 $12.50 $24,400.00 13. i 1 7 ' i • : if ( 1 7142.0 1.15 8,213.30 1.10 7,856.20 0.95 6,784.90 14. IRRIGATION ENCASEMENT PVC (SCH)(40)(• 2232.0 $5.50 $12,276.00 $8.00 $17,856.00 $6.00 $13,392.00 15. ROLLING (PROOF) 80.0 $85.00 $6,800.00 $35.00 $2,800.00 $75.00 $6,000.00 16. 4 : L : • . ` I • • 4)(10 ") 29917.0 '• 24.65 '.737,454.05 '• 17.95 '• 537,010.15 '• 20.00 '• 598,340.00 17. LIME TREAT SUBGR (OC)(8 ") # # # # # ## $2.00 $215,402.00 $1.20 $129,241.20 $1.50 $161,551.50 18 ri ' A U • • 1 • ' i q' ') 2456.0 80.00 196,480.00 79.20 ' 194,515.20 80.00 196,480.00 19. PRIME COAT (AE -P) pziwaosamoreerraTeowethiummorretrzwAmo IN 1 18966.0 200.0 10431.0 • t $1.20 $22,759.20 $1.15 $21,810.90 $1.35 $25,604.10 maitza IIIIKEZLIMEMEEEla i f '• 10,400.00 •385,•47.00 '•50.00 ' 30.60 '•10,000.00 '.319,188.60 356,218.65 '• f f ' f f '•36.00 '.15,000.00 '•333,792.00 '375,516.00 Ra: GyO4pemomeravY'a:lTf llk2 :(nogg► ,mramiili[ IYcovai 23. • • T ►' •T. • •/\ ' • f 32 • ) • 10431.0 •39.00 '•406,809.00 '•36.20 '.3 7,602.20 '•37.00 '•385,947.00 24. PLAN ASPH CONC PAV (0" TO 2 ") kil 225.0 $15.00 $3,375.00 $27.00 $6,075.00 $10.00 $2,250.00 )•a+7111:010(NYi/.(N:kV 9:01Millini mm • � � lm 3P. iteavi.1 f : u3C ZSNtTfI t f ', i . 11 26. 1 • 11 • /I' 18 ` Em 240.0 '•60.00 '•14,400.00 '•60.00 •14,400.00 '•100.00 '•24,000.00 7. 1' P •fl 30 1 2040.0 '•85.00 '•1 ,400.00 '•100.00 •204,000.00 '•125.00 '•255,000.00 28. CL C CONC (ABUT) CY 411.0 $330.00 $135,630.00 $490.00 $201,390.00 $750.00 $308,250.00 29. CL C CONC (BENT) CY 589.0 $300.00 $176,700.00 $490.00 $288,610.00 $750.00 $441,750.00 30. BRIDGE APPEUACH SLAB CY 685.6 $190.00 $130,264.00 $220.00 $150,832.00 $200.00 $137,120.00 THE CITY OF ROUND ROCK • BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE : (512) 218 -5555 BID TABULATION SHEET CHECKED "EOR" Mike Midkiff, R&H 1/19/01 2 OF 5 CONTRACT: LOCATION: A.W. GRIMES BLVD. Contractor Balfour Beatty Bid Bond? Ck $17,130.00 Contractor Garey Construction Bid Bond? 5% Contractor J.D. Abrams Bid Bond? 5% DATE: JANUARY 18, 2001 ITEM UNIT APPRO '1 ! UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST 31. L • " ( VT') C 133.0 '• 180.00 23,940.00 '• 250.00 •33,250.00 •200.00 ' 26,600.00 32. REINF CONC SLAB (CL S) SF # # # # ## $6.50 $429,812.50 $9.90 $654,637.50 $9.00 $595,125.00 33. RETAINING WALL (MSE) SF 3600.0 $25.25 $90,900.00 $29.00 $104,400.00 $28.00 $100,800.00 34. PRESTR CONC BEAM (TY A) LF 4650.0 $60.00 $279,000.00 $52.00 $241,800.00 $50.00 $232,500.00 35. PRESTR CONC BEAM (TY C) LF 4572.0 $65.00 $297,180.00 $54.00 $246,888.00 $50.00 $228,600.00 36. I I ' A 734 .0 •1.00 •7,346.00 •1.20 •8,815.20 '•0.50 '•3,673.00 37. RIPRAP (CONC)(CL B)(5 IN) 635.0 $230.00 $146,050.00 $250.00 $158,750.00 $225.00 $142,875.00 38. • • •1• IN )( L :)(i 1 ) 88.0 '•28,600.00 '•360.00 '•31,680.00 •350.00 '•30,800.00 [s$Ir7:\11[(IY•L11L5M D•AIILEBEI '• 80.00 '•104,880.00 '• I1 '•95,703.00 :: '•98,325.00 40. \ 1 '1' 1 S ONJIINT (4 IN) 936.0 '•50.00 '•46,800.00 •55.00 '51,480.00 '•50.00 '.46,800.00 41. CONC BOX CULV (8 FT X 4 FT) LF 566.0 $275.00 $155,650.00 $315.00 $178,290.00 $250.00 $141,500.00 42. RC PIPE (CL III)(18 ") LF 4201.7 $30.00 $126,051.00 $33.00 $138,656.10 $40.00 $168,068.00 43. RC PIPE (CL III)(24 ") LF 1895.5 $40.00 $75,820.00 $42.00 $79,611.00 $50.00 $94,775.00 44. RC PIPE (CL III)(30 ") LF 1261.5 $48.00 $60,552.00 $55.00 $69,382.50 $70.00 $88,305.00 45. RC PIPE (CL III)(36 ") LF 2751.7 $50.00 $137,585.00 $55.00 $151,343.50 $90.00 $247,653.00 46. RC PIPE (CL III) (48") lai T: \iag220J 48. • M ' 1 ' 1 ' ' LF EA 2353.7 $90.00 $211,833.00 $96.00 $225,955.20 $120.00 $282,444.00 :I '• 3,200.00 '•4,000.00 '.2,900.00 58,000.00 '•4,000.00 '•80,000.00 4.0 '• 3,000.00 '• 12,001.00 •3,800.00 .15,200.00 •2,500.00 '• 10,000. 49. INLET (COMP)(TY II)(10') F :111RI 11111 ((E•A\19IY11•11If1.11111.1&111E:, EA IIMMEN 51.0 $3,100.00 $158,100.00 $4,000.00 $204,000.00 $3,500.00 $178,500.00 INIM AIQQ: 7�PXf: DI[Q:7NI.X[:I:xd:7�3G>FI:Lx:L7� lDPx:7:1M3[lT(IIQ:xIUI 51. n ` U I 11 - 15 1 4 E 4 •2,0:0.00 '•8,000.00 '•2,700.00 10,800.00 •2,500.00 '•10,000.00 52. : 1 • 30 I I 100.0 '400.00 '•40,000.00 '•470.00 47,000.00 '•400.00 '•40,000.00 53. MOBILIZATION (8%) 1.0 $650,000.00 $650,000.00 $691,600.00 $691,600.00 $700,000.00 $700,000.00 54. : 1'1' 1 1 ` .j" 1 7\ • 11 " 1 . . 3,500.00 •42,000.00 •6,500.00 '. 8,000.01 '•7,500.00 '.90,000.00 55. CONC VALLEY GUTTER 2041.0 $10.00 $20,410.00 $10.90 $22,246.90 $12.00 $24,492.00 56. 1 • i:: 1 • • INALEIMIIIIIMMUSLI 2. ,806.00 =Maga •267,806.00: • '248,6 7.00 lag ••la 01111 C•7:I:�i:7 ;7: \\�i1f11V�1'I. L ' :::: '•32,000.00 IMIKEELLI 27,200.00 '•600.00 '• 8,400.00 r.YIour1M O 1111O1f.11171WAIII:tFiAIIIIRy1 E • :EMINIZEIMEAMIIMEMI 309,148.00 lizamirzzimmiroi ' 11 , 111 . 11 '12,500.00 . will r . ) MI • A 1 1 1 3 1 7 ( 1 1 1 [ : 1 I ( : ' E M E N 1 T 1 1 • . 1 .22all , II.II 6,000.00 . , .11 . 11 '•18.00 , r. '. ,I' 0.00 .• •1. .. ♦1il' 1.11 I' THE CITY OF ROUND ROCK BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE : (512) 218 -5555 BID TABULATION SHEET CHECKED "EOR" Mike Midkiff, R&M 1/19/01 3 OF 5 CONTRACT: LOCATION: A.W. GRIMES BLVD. Contractor Balfour Beatty Bid Bond? Ck $17,130.00 Contractor Garay Construction Bid Bond? 5% Contractor J.D. Abrams Bid Bond? 5% DATE: January 18, 2001 ITEM UNIT APPRO '+ ! UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST 1. 9 1 ++ • 1 1 1 • 1 .15' 12.0 '•700.11 .8,400.00 '•650.00 7,800.00 '•650.00 . ,800.00 62. CONDUIT (RM) 2" "Fil 285.0 $11.00 $3,135.00 $10.00 $2,850.00 $10.00 $2,850.00 63. 1 1 1 • + `i1 40 2 aulumaj linia '• 111,010.00 5 1I '•99,909.00 =I •99,909.11 ralrK1Ni/7palarat RMO:iiiimodiumm1gariii 111111211■IIJi 11 . 1,870.00 IIIMEMI INIMMJIIIIIMMIELL1111112111111111=2ELL1 '• 11 •600.00 1, 00.00 •866.00 •1,810.10 '•50.00 '• 11 '•600.00 11 1'1 '•866.01 '•1,800.00 [ ____ K 17 �i111fi1Zi]:II�[1I37:� \ ;�o� '. 4 6.30 MiNIDIIIDMII ISKIIII CI1EWIR[171INUJ1MILIAA • 1 1 Iii 11121!LIJ;11 1,950.00 Rip) a /IBRIMI SIAl affE•Y 7i114A:\i OliZIEMI :. I \II 1 ' 12 • 1 I ` 1 e 1 ' ++ 'I" • MI 121.0 '•300.00 '• •, 00.00 '•250.00 '•30,250.00 '• 50.00 '•30,250.00 69. ELEC SERV TY D(120/240)070 (NS) GS WI 2.0 $5,900.00 $11,800.00 $5,500.00 $11,000.00 $5,500.00 $11,000.00 Qolim :\p1i;ia:iilYe)M.N..9yOOMM ■ I Iali, 1 1 •265.00 . 11 1 . • 11 1111MEMIlinal '. 1,400.00 . • _ 11 • •50.00 '•150.00 24,990.00 MEIMMI '•150.00 '. 50.00 750.00 1 11 '•25,500.00 •1,500.00 '.250.00 Fly iMO IDT:14- Tel /:Rq.N++UY/1I III WW1 3i[iZeM11a Ira IR)1 /Y.1Z "RMSfIIII■s/l�i 7 , 1 I 1 • • +' • •R 7, ' 24 ` Emma] 1 '.100.00 •1 1,000.00 '• 90.00 •108,900.00 '• 90.00 '• 108,' 10.01 D + r/1�y1'.�\1,•I• t+ � �t�J.:J�ILVI 1101 9410.0 ' . 1 1 620.0 � , 211.1 MIIIMEKI '. 3,481.70 =MUM '.1,674.00 �� =MEM :j Mr.I<'- '•8:.YI' �IM MIIIIMIMI Millnall TI -gwil II: \: Man DMI IN15k\a;1111U•a++Lfn[68111MMal =Era= •1,550.00 '.1,550.00 WOO Di Ill]a+Iu ll :4 Mall W IRZWI(. MINI 'EI11 '.795.00 M'��' T' •mss Ii 1111121BalitiMall.MMULLI .70.00 MILZEIMISMIIIIIIIMEILI '•2,790.00 '•100.00 .750.00 =MEM WO" 01;7:V26"MIWair ,+1T/:\"/ "alliZ71EBUI 9. • • • + TF , - ' +' ++ 1 • 1 ■DIEMS '.100.00 ' 3,100.00 '•90.00 80. 'I • • i rf\ " " ' 4 111 ■1m1 •1 1 ■EME11 '. 286.00 ' 11 '.260.00 Illial 260.00 PAIR DI01 A:7:104 1 1 :10 :46410111 ICWII :Pri lEMU= 01 A mina" 460 .0 1 1 1 ; 111.111Maa 1M '• 40.01 ', 1,882.00 '. 1,934.10 '• 880.40 '• 40 .00 '. 1, 40.00 '•0.18 '.0.40 : InktillIMMUEILLIEWIIIIEMILLI '• 36.00 '•1,693.80 '•1,842.00 '•: 11 •1,116.00 11111ZEi •0.40 _1 '•41.00 1,882.00 =UMW •930.00 IM1 P ixill7 f. Y# aDI01IIR7: \ +IOI: \E4Hei1[Lidj1(y►IMMIal■ Mlle tiDI0U1'7: +OMV,1.II edCIP Nif.9110.11 MEW Di Di 11 . 7: tilat eIrv 0[1+d /I`arg) Eii: 1D1y /1] : \ +I1\ia:tlY1ip447:\a:7C11 m111D11®i ET:1faDIyI1.. , IL1 6+A1iuml ammo '. • 11 '. • 11 , • 11 '. 1,302.00 1112111alMEEEZO [MOM W1114V /u/ W4111 /a WNW) n9111110■ KM mai //MEM 2.80 Miliaia • 6• •.00 IlliMai litEallT 111211/.11111R . ,1 . 260.00 Wl'�EMM INIMMI . . •1 260.00 O � .•11 Frill ti t1;7:V*51 IN 111:TO 0 Mu) In WA erbiam Mill WII811:7.VI+6Ia:1 ypy ➢Y /IQ1Em Emma .1'1 1.11m • , . 1 .1,• 10.00 .••1 • 1 • D1 •• •IN' . ''1'1' • .•11 THE CITY OF ROUND ROCK PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. Round Rock, Texas. 78664 (512) 218 -5555 BID TABULATION BIDS EXTENDED AND BY : DATE : SHEET CHECKED "EOR" Mike Midkiff, R&H 1/19/01 4 OF 5 CONTRACT: LOCATION: A.W. GRIMES BLVD. Contractor Balfour Beatty Bid Bond? Ck $17,130.00 Contractor Garay Construction Bid Bond? 5% Contractor J.D. Abrams Bid Bond? 5% DATE: January 18, 2001 ITEM UNIT APPRO• QTY. UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST FFI11:14I41:114I1/11iIICl•T:\ORIN11/1 ■ A m mu I I 1 1 matuaa 36XID7mpar).YIxRfi Il L�ID7 mip7F:YA7<ITI' '. III . 9,100.00 IMINELLI '.7,2:0.00 FY#:[• IN: IyINYoICl •7:\nacniooriorimi9•,■ :Riug 1 . 11,9 0.00 ITI 11 11 11 '•10,111.11 1.ei re11113•IN: 1011 / 11101 0117M010011001 /JITMY'II1ILI . • 1 11 FLurK •Ly111:1•f•YYIDI:•YY[11111M1111=MM :1I 1 nom I imii .. , 00.01 '. 11 PI .• 111 11 '.• =1I , 111 _3[,1117 '. 8,1 ii.00 . 8,100.00 F: L1 iK•7��f1Y:11f•YY10Y4YYII:a01 C•IIITYY /imma Da I :]:�. (U0\ 1 L•7:a:( 101 :[•L`lC•7�[K•hYY:[•]11I :. 11 1 11 : 1 111 � .g TQ1x1I17 2 0.11 YU 1' 11 • •Y 1 I' 1 .5.1 1 '. ,171.1 1 : 1 1.1 1 '. ,: 1 1.11 '.91.00 '.1,. I. 11 98. GABION MATTRESS (6 1N) ik111 11 0 114 s ../:, pi or wrigamiliroinreimiazajmnium mu $200.00 immt1,llin)[17+YIT11CJ17MMIL $2,780.00 11110TiTIIi $120.00 $1,668.00 $140.00 $1,946.00 EMINIKEEI O . .10, 00.01 MIIIKELI MIMI I1 •1x5111 .. P11I1 f a ilff i1110141.2 aYI [•i•7►osalal ∎re) D[1:a01otinu FG1w1Y0h41mD1•71411 ggig ymo[t:d0g• itsi '.1 I �37+Y mizurr i1x1'17�• 1 1 I[1Y #11IIaDl: : { • ] I ■1L'1m. • I I ' . 1'I � mumm u 1 WL$QI:II ' s I I , • 1 . 19 fllk# HoI: U701Y •7t[•7:u1 :flrrUSYloi ■5A DF • I 1 • 1 : 11 ' .1,111. 11 mgjgzg[J17g3C1ya 11 , •11.11 ,:II.PI gkKI17 ,010.10 '.10,0 1.J1 PI111 1 . •1 • • 0114 I "••7•V. 105. INSTALLATION OF HWYTRA.F SIGN EA 1.0 $115,000.00 $115,000.00 $110,000.00 $110,000.00 $110,000.00 $110,000.00 BASE BID TOTAL $8,331,245.51 $8,670,232.57 $9,244,555.59 THE CITY OF ROUND ROCK BIDS EXTENDED AND PUBLIC WORKS DEPARTMENT 2008 Enterprise Dr. BY : Round Rock, Texas. 78664 DATE: (512) 218 -5555 BID TABULATION SHEET CHECKED "EOR" Mike Midkift, R&M 1/18/01 5 OF 5 CONTRACT: LOCATION: A.W. GRIMES BLVD Contractor Balfour Beatty Bid Bond? Ck $17.130.00 Contractor Garey Construction Bid Bond? 5% Contractor J.D. Abrams Bid Bond? 5% DATE: January 18, 2001 ITEM UNIT APPROX 9TY. UNIT PRICE COST UNIT PRICE COST UNIT PRICE COST ALTERNATIVE (1) BID 1. DRY CONNECTION (16 IN X 16 IN) LS 2.0 $1,200.00 52,400.00 $1,400.00 $2,800.00 $5,000.00 $10,000.00 2. DUCTILE IRON FITTINGS TON 4 0 $4,500.00 $18,000.00 $5,100.00 $20,400.00 $6,000.00 $24,000.00 3. FIRE HYDRANT EA 8.0 $1,421.00 $11,368.00 $1,700.00 $13,600.00 $2,500 00 520,000.00 4. BORE & STEEL ENCASEMENT (24 IN L Lie 80.0 $280.00 $22,400.00 $210.00 $16,800.00 $400.00 532,000.00 5. PIPE (6 IN DIA)(DI)(WL) LF 40.0 $20.00 $800.00 024 00 $960.00 $50.00 $2,000.00 6. PIPE (16 IN DIA) DI)(WL) LF 00688# $41.05 5410,992.60 $46.00 5460,552.00 $50.00 5500,600.00 7. GATE VALVE AND BOX (6 IN) EA 8.0 $450.00 $3,600.00 5520.00 04,160.00 $500.00 54,000.00 8. VALV (16 IN) (BU 1'1'IRFLY) EA 8.0 $1,765 00 $14,120.00 $2,100.00 $16,800.00 52,200.00 $17,600.00 9. AUTO COMB AIR -VAC REL VALVE ASS EA 3.0 51,300.00 53,900.00 $1,600.00 $4,800.00 $2,500.00 $7,500.00 10. CONCRETE ENCASEMENT Lie 350.0 $40.00 $14,000.00 $48 00 $16,800.00 $30.00 $10,500.00 11. ADJUST EXISTING 16" WATERLINE EA 1.0 $7,500.00 $7,500.00 $8,700.00 $8,700.00 $8,500.00 $8,500 00 ALTERNATIVE (1) BID TOTAL $509,080.60 $566,372.00 $636,700.00 AL'I'ERNA'l'1vE (2) BID 1. DRY CONNECTION (16 IN X 161N) LS 2.0 51,600.00 $3,200.00 $1,900.00 53,800.00 57,500.00 $15,000.00 2. DUCTILE IRON FITTINGS TON 5.0 56,220.00 $31,100.00 57,100.00 $35,500.00 $10,000.00 $50,000.00 3. FORE HYDRANT EA 8.0 $1,421.00 $11,368.00 51,700.00 $13,600.00 $2,500.00 520,000.00 4. BORE & STEEL ENCASEMENT (36 IN L LO' 80.0 $393.00 $31,440.00 6350.00 $28,000.00 $600 00 $48,000.00 5. PIPE (6 IN DIAXDI)(WL) LO' 40.0 $20.00 $800.00 $24.00 $960.00 950.00 $2,000.00 6. PIPE (24 IN DIA) DIXWL) LF 000 # ## $59.90 $599,718.80 $67.00 $670,804.00 $75.00 5750,900.00 7. GATE VALVE AND BOX (6 IN) EA 8.0 $450.00 53,600.00 8520.00 54,160.00 $500.00 $4,000.00 8. VALV (24 IN) (BUTTERFLY) EA 8.0 $4,575.00 $36,600.00 $5,200.00 541,600.00 $5,000.00 $40,000.00 9. AUTO COMB AIR -VAC REL VALVE ASS EA 3.0 51,400.00 $4,200.00 $1,600 00 $4,800.00 $2,500.00 $7,500.00 10. CONCRETE ENCASEMENT LF 350.0 $40.00 $14,000.00 $48.00 $16,800.00 $40.00 $14,000.00 11. ADJUST EXISTING 16" WATERLINE EA 1.0 $7,500.00 $7,500.00 $8,700.00 $8,700.00 $8,500.00 $8,500.00 ALTERNATIVE (2) BID TOTAL $743,526.80 $828,724.00 $959,900.00 Base Bid Total: $8,331,245.51 $8,670,232.57 $8,244,555.58 ALTERNATE BID ITEM 1 + BASE BID 88,840,326.11 $8,236,604.57 $9,881,255.69 ALTERNATE BID ITEM 2 + BASE BID $9,074,772.31 $9,498,956.57 510,204,455.59 ;ent By: HODRIGUEZ AND•HUGGINS INC; 512 231 9133; THE STATE OF TEXAS COUNTY OF WTTJ,IAMSON PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That RGM Constructors, L. P. of the City of Pflugerville County of Travis and State of Texas F detity ann uuarerny u,sua ce. as Principal, and vnderrr1eers, rsa. autfronzed under the law of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto THE CITY OF ROUND ROCK, TEXAS, (Owner), in the penal sum of Eight million four hundred twenty one thousand tva o ty onoasa hundred d nine edd a th ollars ($ 8,421,209.70 ) for the payment _us vo .W� 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 26th day of April , 20 01 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: posroia.msuspse maaur A. W. Grimes Boulevard, Phase I Apr -10 -01 2:34PM; Page 2 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. 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 he void; otherwise to remain in full force and effect; PBD -3 Bond OSA3762 04/10/2001 TUE 15:07 [TX /RX NO 86081-e001 ;ent By: RODRIGUEZ AND-H000INS INC; 512 231 9133; PERFORMANCE BOND (continued) Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the term of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this 26th day of April 20 01 - EGM Constructors, L. P. Principal By: �iwus�4�u, ( BY: . �rgSeltw CZFtN Co.-v rdad ktio.- . Title Czeoleral Pe ^k y.er 15603 N IH -35 Address Address Pflugerville, TX 78660 Ft Worth, TX 76102 Resident Agent of Surety: Tucker Agency, Inc. Printed Name 206E Sth St. #210 Address Ft Worth, TX 76102 City, Stat- & Zip Code Si ture racy Tucker eO3 d.m✓,pec ausYief PBD-4 Fidelity and Guaranty Insurance Underwriters, Inc. Surety Title Apr -10 -01 2:35PM; Page 3 Tracy Tucker, Attorney —in —Fact 206 2 8th St. 11210 04/10/2001 TUE 15:07 [TX /RX NO 66087 ! 003 lent By: RODRIGUEZ AND•HUGGINS INC; 512 231 9133; THE STATE OF TEXAS COUNTY OF WILLL4MSON PAYMENT BOND Apr -10.01 2 :35PM; Page 4 Bond IfSA�762 KNOW ALL MENBY THESE PRESENTS: That RGM constructors, L. P. of the City of Pflugerville , County of Travis , State of F;.�teiit� ana G i� aE.m itfl e uder the laws of the Texas as Principal, andUn exxr tens, ac. State of Texas to act as Surety on Bonds for Principals, are held and firmly bound unto 1' Hl; 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 Eight million four hundred twenty one thousand two hundred nine and 70/100 ----- Dollars ($ 8,421,209.70 ) 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 bato a certain written contract with the Owner, dated the 25th day of April , 20 01 , 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: A. W. Grimes Boulevard, Phase I 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 there 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 shalt 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. pastbul.,nA/spx: masmr PBD -5 04/10/2001 TUE 15:07 [TX/RI NO 6605] 608] a 004 Sent By: RODRIGUEZ AND HUGGINS INC; 512 231 9133; 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 26th day of April , 20 01. Fidelity and Guaranty Insurance RCM Constructors, L. P. Underwriters, Inc_ Principal By: S4k.k.g. T�r[s:cl{,v�{ • iz [zM C.a�.S�'�uc�i0 C - . ht. Tracy Tucker, Attorney -in -Fact Title 90A-4-ti Title 15603 N IH -35 Address Pflugerville, TX 78660 Ft Worth, TX 76102 Resident Agent of Surety: Tucker Agency, Inc_ Printed Name 206 E 8th St. #210 Address Ft Worth, TX 76102 City, State & Zip Code racy Tucker Stma posmid mafspec master PBD -6 Surety Apr -10 -01 2:35PM; . Page 5/8 206 E 8th Se. #210 Address 04/10/2001 TUE 15:07 [TX /RY NO 6608] fjoo5 ient By: R00RIGUEZ AND'HUGGINS INC; 512 231 9133; Power nfAttorney Nu. 20411 KNOW ALL BIEN BY THESE PRESENTS: That Seaboard Surety Company is a corporation duly organ ized under the lima or the State of New York, and that St Paul Fire and Manor insurance Company. St Paul Guardian insurance Company and St. Pant Mercury Insurance Company are «aperadnne duly nrganized under the lawn of the State of Minnesota, and that United State. Fidelity and Oraramy Company to a corporation duly organized under the laws of the State of Mmylaad, and that Fidelity and Guaranty Insurance Company is a corporation duly organized under the la we of the State of Iowa, and that Fidelity and Guaranty huttrance Underwriters, Inc. is a corporation duly organized under the Incas ut Me Slate of Wisconsin (herein collectively called the "Campaniee "), and that the Companies do hereby make, wnshtute and appoint W. Lawrence Brown, Tracy Tucker and Tobin Tucker ofthe City of Fort Worth Stave Texas their true and lawful Attomey(s) -in -Fact, each in their separate opacity if more than ,me it named above, to sign its name as surety to, and to execute, seal and acknowledge any and all bonds, undertakings, enntraeta and other written tmuurlleals m the nature thereof on behalf of the Companies in their bltahweSs of guarauteerng the fidelity of persons. guaranteeing the performance of contracts and excentmg or guaranteeing bonds and width tequued or permitted in any anions err pna.cedirtga allowed by law. IN WITNESS WHEREOF, the Companies have caused Wa instrument to be signed this 1 lth day of May a State of Maryland .�'a:I L' e t y City of Baltimore `.5 r $h l MICHAEL R MCKIBBEN, Assistant 5msant MaY ` ^ssa 9 l2cfAre me, the undersigned officer, personally appeared Michael B. Keegan and Michael R. McKibben, who acknowledged Ihem,eivea to tut,'ice R¢ d spelzfOfirant Secretary, reapccuvely, of Seaboanl Surety Company, St. Paul Fire and Mara Insurance Company, SL Paul Guardian Insure C�lpmpa ul manse Company, United Stunt Fidelity and Guaranty Company, Fidelity and Guaranty Insurance Company, and Fidelity and no Ut�y i rt a Und�c*xt eta, Inc. and On they. at such, being authorized so to do, executed the totcguing instrument for the purposes therein contained by signingtfttflia orporauoos by Wernaelves ,u July auhotized ntlicera. On this I lilt day of Seaboard Surety Company SL Paul Pirn and Marine Insurance Company St. Paul Guardian Insurance Company St Paul Mercury Insurance Company Seaboard Surety Company Si. Paul Fire mad Marine Insurance Company St Paul Guardian Insurance Company St. Paul Mercury Insurance Company in WiIoraa Whereof, F hereunto set my hand and official seal. My CoavnLssioa expires the 13th day of icily, 2002. POWER OF ATTORNEY Apr -10 -01 2:35PM; Page 6/8 United States Fidelity and Guaranty Company Fidelity and Guaranty Insurance Company Fidelity and Guaranty Insurance Underwrites, Inc. Certificate Nu. 154421 'Inked Stales Fidelity and Guaranty Company Fidelity and Guaranty tnaarance Company Fidelity and Guaranty Insurance Underwriters, Inc. 1999 ,ti MICHAEL B. KEEGAN, Vice President R. EAS EY -ONOKOLA. Notary Public This Power of Aanmcy it granted under and by the authntity of the to lmnng resolutions Momently the Boards ui Directors of Seaboard Surety Company. Si. Paul Fire and Marine Insurance Company, SL Paul Umrdian Insurance Company, St. Paul Mercury Insurance Company, United Stara Fidelity and Guaranty Company, Fidelity and 3 toesaey ttuumnee Company, and Fidelity and Guaranty Insurance Underwriters, Jac on September 2. 1990. which resolutions ,ae now in full force anti effect, reading as IOW II RI-SOLVia% that in connection with the fidelity and aurety insurance business of the Compnn,, uB bonds, undertakings, contracts and other ire nonents relating to said business may be signed. executed, and acknowledged by persona or enroes appointed to Auontey(s) -in -Pact pursuant to a Power of Attorney lamed to accordance with loese resoluontu. Said Power(.) of Attorney for and on behalf tit the Company may and shalt be executed in ire name and on behalf of the Company, either by the Chamnan, or the President, or any Vice ?sentient, or an Assistant Vice President. Johnny with Ibe See-rotary or an Assislam Scetotary, order their respeedve deaignntiuns. Thr signature of such officers may he engraved, minted it IiOmgtepittd. The signature of each of the foregoing nfftcere and the heal of the Company may he affixed by facsimile to any Power of Attnrncy or to any certificate relating thereto appointing Anmury(s)- in.Feet for purposes only of oxccudng and attesting bonds and undcrtehngs and other wnlinga obligatory in the nature thereof, and cubjert to any limitations set forth therein, any such Power of Attorney or certific.t" beanng such facsimile signature or (actinide seal aha11 be valid and binding upon the Company. and any such power so serval and certified by aw.h facsimile slanature and fmannile bead shall be valid and binding u the Company with rupee[ to any bond or undertaking m wh.ca it le validly =ached: and RFSOLVED FURTHER, that Audsney(s) -ln -Poo Mall have the power and authority, and .n any ewe, subject to the terms and limitauuns of the Power of 04/111/2001 TUE 15:07 [TX /RX NO 6608] 1 006 lent By: RODRIGUEZ AND"HUGGINS INC; 512 231 9133; Apr - 10 - 01 2:36PM; Page 7/8 of the City of Fort Worth slam Texas ,Cheer eve aria rawest wuamey(t)- iu•Faat, each in their separate capacity if more than one is named above, to sign its name as surety to, inc ro execute, seal and acknowledge any and all bonds, undertakings. contracts and other written =turner. in the aamre thereof on behalf or the Companies in their business of guaranteeing the fidelity of persons. guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions orprnoeedmga allowed by law IN WITNESS WHEREOF, die Companies have caused tide instrument to he signed this _,..M, l rill _,� day of May Seaboard Surety Company SL Paul Fire and Marine insurance Company St. Paul Geardlon Insurance Company SL Paul Mercury Insurance Company State of Maryland . lS'ta'ry" (14..,..1-4 . ,. City of Balt/mote !! ", fq � V.. On this 11th day or May ~ ...., 1D9 l Michael R. McKibben, who acknowledged themselves to 4 Marine romance Company, St, Paul Guardian Inau 'Guaranty insurance C.nmpany, and Fidelity and G rru hi uffied't ias ment for the purposes therein contained by signing t In Witness Whereof, I hereunto act my hand and official seal, My Cammrseion expires the 13th Jay of July, 2002 RPISHCCA EASI-F,Y.QNGIALA, Nolan/ Public This Power of Attorney ix granted under and by the authority of the following resolutions adop by the Boards of Directors of Seaboard Surety Company, St. Paul Firm and Marine Insurance Company, SL Paul Guardian Insurance Company, St. Paul Memory Insurance Company, United Slates Fidelity and Guaranty Company, Fidelity and Guaranty Insurance Company, and Fidelity and Guaranty insurance Underwriter. Inc. on September 2 1990, which resolutions are now in fullforce end effect, reading no fellows: RESOLVED, that in connetaivo with Me fidelity and surety insurance business of the Company, all bond:, undertakings, contracts and other tnslrumcnls relating to said bailors may be signed, executed, and acknowledged by persona or cooties appointed as Altveney(s)- hr-Faot pursuant to a Power of Annoy issued is accordance with these reaoludama. Said Power(s) of Attorney for and on behalf of the Company may and shall he executed m the acme and on behalf of the Company, either by the Chairman, or the President, or any Vice President, or an Assistant Vise President, jointly with the Secretary or an Asxiaranr Seuelxry, under rhcirreapective designations. The signature of. such officers may be engraved. pontes or lithographed. The Signantre of each of the foregoing officers and the seal of the Company may be affixed by facsimile to any Power of Attorney or to any txrtificele relating thereto appointing Atromey(s) -in -Fact for purposes only of executing and arresting bonds and undertakings and other wridngs obligatory in the nature thereof. and subject to any limitatinns act forth therein, any such Power of Attorney or ucttiftcato hearing such facsimile signature or fa0Eimilc seal shall be valid and binding upon the Company, and any such power 00 cxcceted and certified by such facsimile signature and facsimile seal shall be valid and binding opus 16r. Company with respect to any bond or Ilndettaking to which it is validly attached; and RESOLVED FURTHER, deer Anorney(s) -m -Feet shall have the power lord authority, and, i1 any case. subject to the mama and liutilahons of the Power of Attorney Issued them, to evertun and deliver on behalf of the Company and to attach the seal of the Company to any mad all bonds and undertakings, and other wrivagr obligatory in the nature thereof. end any Mich inatmmenr executes] by such Attorney(s)-in-Fact shall be as binding upon the Company as deigned by an Executive Officer and sealed and attested to by the Secretary attic Company, I, Micluel R. McKibben, Assistant Secretary of Seabnatd Surety Company, SL Paul Fire and Manna Insurance Company, St, Paul Dumdum Insurance Company, S� Paul Mercury Laurance Company, United Shan Fidelity and Guaranty Company, Fidelity and Guaranty Insurance Company, and Fidelity and Guaranty hnaurance Underwriters, Inc do horuby certify that the above and foregoing as a use and correct copy of the Power of Attorney executed by said Communes. whreh is 1. fun fens and effect and hua not been reveled IN TESTIMONY WIIEREOF,1 hereunto set my hand this 26th asp of April United States Fidelity and Guaranty Company Fidelity and Guaranty insurance Company Fidelity and Guaranty Insurance Underwriters, Inc. bt lde ate, the tmdenigncd officer, personally appeared Michael B. Keegan and 'fillet Secretary, respectively, of Seaboard Surety Company, St. Paul Piro and unwce Company, United States Fidelity and Gummy Company, Fidelity and rs, Inc. and that they, an such. being authorired so to do, executed the foregoing en by themxr Ives as drily authorised O ficers. 2001 1999 MICHAEL 11. KIICGAN, Vito President Q R. �VLU MICHAEL R. MCKIROI'N, Assistant Secretary N- L.0.. -0 R. \-49a4,-,-- MIWSV li McKrbbwr, Aeuasvnt S,xreury 2b verrD the authenticity of rhos Power nfAnnra ey, call I- ROO-4214850 and ark for the Power ofAttorney clerk. Pleara re. to the tbwer ofAitorney number_ the abare•named individuals and the details of oho bond 10 which the power is attached 80326 Rev. 4-99 Printed in U.S.A. 04/10/2001 TUE 15:07 ITX /RX NO 6608] 1007 nt By: RCDRIGUEZ AND HUGGINS INC; 512 231 9133; CERTIFICATE OF LIABILITY INSURANCE PRODUCER Tucker Agency. Inc. P 0 Box 2285 Ft Worth, TX 76113 CO TYPE OE INSURANCE POLICY EFFECTIVE EXPIRATION LIMITS LTR NUMBER DATE DATE 8 AUTOMOBILEL1ABILITY C0N98 C EXCESS LIABO.ITY A WORKERS= COMPENSATION AND EMPLOYERS= LIABILITY TC250409037 3 -9 -01 3 - - 02- OTHER DESCRIPTION OF OPERATIONS /LOCATIONS/ VEHICLES /SPECIAL ITEMS /EXCEPTIONS CERTIFICATE HOLDER: City of Round Rock 221 E. Main Street Round Rock, Texas 78664 atm: Joanne Land penbidnud,pce master PBD -7 Apr -10 -01 2:36PM; rage 0/e Date: 4 - - COMPANIES AFFORDING COVERAGE A. Northern Insurance Co of New York B Maryland Insurance Co C Lumberman's Mutual Casualty Co INSURED RGM Construction Co. Inc - RGM Constructors, L.P. 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. A GENERAL LIABILITY C0N98706576 3 - - GENERAL AGGREGATE PRODUCTS - COMP /OP AOG. PERSONAL & ADV. INJURY EACH OCCURRENCE FIRE DAMAGE (Any one fire) MED. EXPENSE (Any one person) S 1.. • - - -1 111.111 COMBINED SINGLE LIMIT S BODILY INJURY (Per Tenon) S BODILY INJURY (Par accident) S PROPERTY DAMAGE 5 2SX 129175 00 3 - 9 - 01 3 - - EACH OCCURRENCE $ 5,000,000 AGGREGATE $ 5,000,000 STATUTORY LIMITS EACH ACCIDENT S 500,000 DISEASE - POLICY Lima S 500,000 DISEASE •EACH EMPLOYEE S 500,000 The City of Round Rock is named as additional insured with respect to all policies except Workers= Compensation and Employers= Liability. Should any of the above described policies be cancelled or changed before the expiration date thereof, the issuing company will mail thirty (30) days written notice to the certificate holder named below. Typed Name: Tracy Tucker Title: Authorized Rep resentative S 2,000,000 $ 2,000,000 $ 1,000,000 S 1,000,000 S 50,000 5,000 04/10/2001 TUE 15:07 [TX/RX NO 6608] e008 DATE: April 20, 2001 SUBJECT: City Council Meeting — April 26, 2001 ITEM: 14.E.2. Consider a resolution authorizing the Mayor to execute a contract with RGM Constructors, Inc. for the construction of A.W. Grimes Boulevard, Phase I. Six bids were received on January 19, 2001. RGM Constructors, Inc. submitted the lowest and best bid of $7,867,417.70. We are also recommending that Add Alternate 1 for the construction of the 16" waterline for $553,792.00 be included and authorized as part of this contract. Total contract amount is $8,421,209.70. Resource: Jim Nuse, Public Works Director Tom Word, Traffic Engineer History: A.W. Grimes Blvd is a new city arterial included in the City's Transportation Master Plan. The arterial connects to FM 1460 at the north end and CR 170 on the south end, and provides a new crossing of Brushy Creek. The Council approved an initial contract for engineering services with Rodriguez & Huggins, Inc. on May 13, 1999. Funding: Cost: $8,421,209.70 Source of funds: Outside Resources: RGM Constructors, Inc. ImpactBenefit: Improved mobility for citizens of Round Rock because of new crossing of Brushy Creek. Public Comment: Public Hearing was held 7/11/2000. Sponsor: N/A Round Rock Transportation Development Corporation Funds & Oversize Utility Funds 1 1 1 1 1 1 A. W. Grimes Boulevard (Phase I) Construction of a New Location Roadway Facility 1 City of Round Rock, Texas 1 1 1 1 1 1 1 1 1 CITY. `i' NEY 1 1 CONTRACT DOCUMENTS AND SPECIFICATIONS APPROVED BY City of Round Rock, Texas 2008 Enterprise Round Rock, Texas 78664 Engineer: Rodriguez & Huggins, Inc. 11211 Taylor Draper Lane Suite 100 Austin, Texas 78759 Phone: (512) 231 -9544 Fax: (512) 231 -9133 r Bbl ^r - lli: December 20, 2000 p 183503041docladdenduml P &H To: All Prospective Bidders Addendum # 1 PODPIGUEZ & HUGGINS, INC CONSULTING ENGINEERS • 11211 TAYLOR DRAPER LN • SUITE 100 • AUSTIN TEXAS 78759 • 512 231 -9544 • FAX 512 231 -9133 Project: A. W. Grimes Blvd. Location: From Lake Creek to Louis Henna Blvd. County: Williamson City: Round Rock, Texas The following changes, additions, modifications and revisions are to be included in the bid documents for the above project: 1. Item 2, "Instructions to Bidders ", 2.6 Rejection of Proposals. A bid bond will be an acceptable proposal guaranty. There will be no pre -bid conference. 2. Item No. 264 0534 001 Lime (Type A Slurry or Type C Slurry) quantity changes from 144 tons to 2456 tons. The Basis of Estimate becomes: Item No. 264 Lime (Type A or Type C Slurry) (8 %) 205 lb/cy 23934 cy 2456 tons 3. Item No. 580 0504 Project Maintenance (Litter pickup) -12 cycles is to be deleted from base bid. 4. 16" waterline items are to be removed from base bid and are to be considered and calculated as Alternative 1 Bid Items 5718 505 Dry Connection (16 in x 16 in) 2.000 LS 5718 506 Ductile Iron Fittings 4.000 TONS 5718 507 Fire Hydrant 8.000 EA 5718 517 Pipe (6 in dia) (DI) (WL) 40.000 LF 5718 520 Pipe (16 in dia) (DI) (WL) 10,012.000 LF 5718 521 Gate Valve and Box (6 in) 8.000 EA 5718 525 Valve (16 in) (Butterfly) 8.000 EA 5718 527 Auto Comb Air -Vac Re Valv Assem (2 in) 3.000 EA 5718 528 Concrete Encasement 350.00 LF 5718 529 Adjust Existing 16" waterline 1.000 EA 5. 24" waterline items are to be considered and calculated as Altemative 2 Bid Items 5718 605 Dry Connection (24 in x 16 in) 2.000 LS 5718 606 Ductile Iron Fittings 5.000 TONS 5718 607 Fire Hydrant 8.000 EA 5718 617 Pipe (6 in dia) (DI) (WL) 40.000 LF 5718 620 Pipe (24 in dia) (DI) (WL) 10,012.000 LF 5718 621 Gate Valve and Box (6 in) 8.000 EA 5718 625 Valve (24 in) (Butterfly) 8.000 EA 5718 627 Auto Comb Air -Vac Re Valv Assem (2 in) 3.000 EA 5718 628 Concrete Encasement 350.00 LF 5718 629 Adjust Existing 16" waterline 1.000 EA December2l, 2000 p &I- Project: A. W. Grimes Blvd. Location: From Lake Creek to Louis Henna Blvd. County: Williamson City: Round Rock, Texas To: All Prospective Bidders Addendum # 2 The following highlighted changes, additions, modifications and revisions are to be included in the bid documents for the above project: 1. See attached sheet (Summary of Signal Installation). p 183503041b ,dding_documentladdendum2 RODRIGUEZ & HUGGINS, INC CONSULTING ENGINEERS • 11211 TAYLOR DRAPER LN • SUITE 100 • AUSTIN, TEXAS 79759 • 512 231 -9544 • FAX 512 231 -9133 December 27, 2000 pm- To: All Prospective Bidders Addendum # 3 p 18350304 \bldding documenis\addendum3 RODRIGUEZ & HUGGINS, INC CONSULTING ENGINEERS • 11211 TAYLOR DRAPER LN • SUITE 100 • AUSTIN TEXAS 74759 • 512 231 -9544 • FAX 512 231 -9133 Project: A. W. Grimes Blvd. Location: From Lake Creek to Louis Henna Blvd. County: Williamson City: Round Rock, Texas The following changes, additions, modifications and revisions are to be included in the bid documents for the above project: 1. Notice to Bidders — The contract will be awarded on the Total Base Bid. 2. Signature sheet added to bid documents for acknowledgement of receipt of addendum. This sheet shall be submitted with required bid documents. 3. Changing proposal bidding sheet, Page 5 of 23. Item No. 264, Lime (Ty A Slurry or Ty C Slurry) to reflect Item 2 of Addendum No. 1 -2,456 tons. 4. Changing proposal bidding sheet, Page 13 of 23. Deletion of Item No. 580 -0504, Project Maintenance (litter pickup). January 4, 2001 R &H Project: A. W. Grimes Blvd. Location: From Lake Creek to Louis Henna Blvd. County: Williamson City: Round Rock, Texas To: All Prospective Bidders Addendum # 4 RODRIGUEZ & HUGGINS, INC CONSULTING ENGINEERS • 11211 TAYLOR DRAPER LN • SUITE 100 • AUSTIN, TEXAS 78759 • 512 231 -9544 • FAX 512 231 -9133 The following changes, additions, modifications and revisions are to be included in the bid documents for the above project: 1. PLAN SHEETS REPLACED: a. Plan sheet 2 — "INDEX OF SHEETS" b. Plan sheets 3 & 4 — "ESTIMATE AND QUANTITY SHEET" c. Standard Plan Sheet S54 — "TRAFFIC SIGNAL POLE FOUNDATION" TS -FD -99 d. Standard Plan Sheet S55 — "STANDARD LOOP DETECTOR PLACEMENTS" e. Standard Plan Sheets S92 thru S94 — "CITY OF AUSTIN WATER LINE STANDARDS" 2. NEW PLAN SHEETS ADDED: a. Plan Sheets 54 thru 73 — "STORM SEWER PLAN AND PROFILE" b. Plan Sheet 73a — "CULVERT LAYOUT" c. Plan Sheets 74 thru 83 — "SIGNING AND PAVEMENT MARKING LAYOUT' d. Plan Sheet 84— "SPECIAL SIGN DETAILS" e. Plan sheets 85 & 86 — "SUMMARY OF SMALL SIGNS" f. Plan Sheets 87 & 88 — "SIGNAL LAYOUT' g. Plan Sheets 89 & 90 — "SIGNAL ELEVATIONS" h. Plan Sheet 91 — "SIGNAL PHASING AND DETAILS" i. Plan Sheet 92 — "SIGNAL WIRING LAYOUT" j. Plan Sheets 93 thru 102 — "ILLUMINATION LAYOUT" k. Plan Sheets 103 thru 121 — "16" WATERLINE PLAN PROFILE" I. Standard Plan Sheet S10a — "WORK ZONE DEAD END ROADWAY DETAILS" WZ(DERD) -98 3. Changing proposal bidding sheet, Page 2 of 22. Item No. 110 -0502, Excavation (Chan) — change quantity from 25,000.000 cubic yards to 10,352.000 cubic yards. 4. Changing proposal bidding sheet, Page 6 of 22. Item No. 402 -0501, Trench Excav Protection — change quantity from 10,500.000 linear feet to 16,941.000 linear feet. 5. Changing proposal bidding sheet, Page 7 of 22. Item No. 420 -0514, CI C Conc (Bent) — change quantity from 448.000 cubic yards to 589.000 cubic yards. 6. Changing proposal bidding sheet, Page 9 of 22. Item No. 464 -0503, RC Pipe (CL 111) (18 ") — change quantity from 4,166.000 linear feet to 4,201.700 linear feet. 7. Changing proposal bidding sheet, Page 10 of 22. Item No. 464 -0505, RC Pipe (CL 111) (24 ") — change quantity from 2,040.000 linear feet to 1,895.500 linear feet. Item No. 464 -0507, RC Pipe (CL 111) (30 ") — change quantity from1,221.000 linear feet to 1,261.500 linear feet. Item No. 464 -0509, RC Pipe (CL III)(36 ") — change quantity from 1,742.000 linear feet to 2,751.700 linear feet. Item No. 464 -0511, RC Pipe (CL III)(48 ") — change quantity from 2,597.000 linear feet to 2,353.700 linear feet. 8. Changing proposal bidding sheet, Page 11 of 22. Item No. 465 -0525, Inlet (Compl)(Drop)(Ty I) - change quantity from 3.000 each to 4.000 each. Item No. 465 -0582, Inlet (Comp)(TyII)(10')— change quantity from 50.000 each to 51.000 each. Item No. 465 -0626, Inlet (Comp) (Ty 11)(15') — change quantity from 3.000 each to 2.000 each. Deletion of Item 465 -0804, Manh (Compl)(Junct Box)(Ty M). 9. Changing proposal bidding sheet, Page 13 of 22. Item No. 580 -0502, Project Maintenance (Mowing) — change quantity from 12.000 cycles to 6.000 cycles. Item No. 618 -0504, Conduit (RM) 1-1/2" — change quantity from 400.000 linear feet to 285.000 linear feet and change size from 1 -1/2" to 2 ". 10. Changing proposal bidding sheet, Page 14 of 22. Item No. 618 -0518, Conduit (PVC)(Schd 80)(2 ") — change quantity from 100.000 linear feet to 34.000 linear feet. Item No. 620 -0503, Elec Conductor (No. 8) Bare — change quantity from 500.000 linear feet to 433.000 linear feet. Item No. 620 -0509, Elect Conductor (No. 8) Insulated - change quantity from 500.000 linear feet to 433.000 linear feet. 11. Changing proposal bidding sheet, Page 22 of 22. Deletion of Item No. 5718 -0509, Bore & Steel Encasement (24 -in dia) and moved to Altemative Bids 1 and 2. 12. Changing Alternative 1 Bid Item, Page 1 of 3. Item No. 5718 -0509, Bore & Steel Encasement (24 -in dia), 80.000 linear feet. 13. Changing Alternative 2 Bid Item, Page 1 of 3. Item No. 5718 -0609, Bore & Steel Encasement (36 -inch dia.), 80.00 linear feet. 14. See attached sheet (Summary of Signal Installation). We anticipate that this will be the final Addendum prior to the revised letting date of January 18, 2001. If you have any questions, or require any further information, please do not hesitate to contact either Mr. Joe Alexander or Mr. Mike Midkiff at 512 - 231 -9544. p 18350304tbidding documentstaddendum4 A. W. Grimes Boulevard (Phase I) Construction of a New Location Roadway Facility City of Round Rock, Texas CONTRACT DOCUMENTS AND SPECIFICATIONS City of Round Rock, Texas 2008 Enterprise Round Rock, Texas 78664 Engineer: Rodriguez & Huggins, Inc. 11211 Taylor Draper Lane Suite 100 Austin, Texas 78759 - Phone: (512) 231 -9544 Fax: (512) 231 -9133 Lau pnukd 11 ?0 2Cf10 is 7: Nti: Notice to Bidders A.W. GRIMES BLVD. (PHASE I) Bid Documents Bid Bond Proposal Bidding Sheet Post Bid Documents Agreement Performance Bond Payment Bond Certificate of Insurance Warranty Bond TABLE OF CONTENTS General Provisions Governing Specifications and Special Provisions Basis of Estimate General Notes Special Specifications Special Provisions (Arce\ A!r. d ..a. 1 . ). p ull. 112 I ' ;;Xt i 517 PTA NOTICE TO BIDDERS T rmt IZ 2 3 5ci PM 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 "A. W. Grimes Blvd. (Phase I)" (project includes; grading, structures, storm sewers, base, surfacing, traffic signals and utilities) will be received until 2:00 p.m., January 4, 2001, 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 "Sealed Bid for A. W. Grimes Blvd. (Phase I) ". 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 Rodriguez & Huggins, Inc., 11211 Taylor Draper Lane, Suite 100, Austin, Texas 78759, (512) 231 -9544 beginning December 6, 2000 for a non- refundable charge of S100.00 per set. The City of Round Rock hereby notifies all bidders that it will insure that bidders will not be discriminated against on the ground of race, color, sex or national origin in having full opportunity to submit bids in response to this invitation, and in consideration for an award. Before a bidder may receive a bid proposal on the above project, the city requires that the bidder be Pre - qualified Bidder with the Texas Department of Transportation. The bidder may request qualification instructions and forms from the Texas Department of Transportation at (512) 416 -2640. Bidders should especially be aware of the "fast track" procedures being instituted in the bidding and construction scheduling processes for this project. The normal period of time from letting until the notice to begin work will be utilized to complete the contractual process and to finalize the plans and associated quantities. The plans and quantities contained in this bidding package will be supplemented with a Change Order(s) prior the notice to begin work and the beginning of any contract time charges. This Change Order(s) will introduce final construction documents. Bidders should consider the plans and associated documents included in this package as estimates for bidding purposes only. However, the normal provisions for quantity over -runs and under -runs are applicable and will be applied to the Change Order(s) as required. 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. • b o1-1 i t dot i; pr.rW1121. "�iP Publish Dates: Austin American Statesman: December 4 ,2000 December 11` 2000 December 18 2000 Round Rock Leader: December 4 ,2000 December 11 2000 December 18 2000 a>. nril;d 1 I .2".:0 3,5 PM BID DOCUMENTS (3niwc_Ntalq.11_, Dr:110.112 1 211'33,1 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 100 0502 105.700 STA -� PREP R.O.W. FOR 1 HYPE t SUV\dv<d DOLLARS $ Op — s 3110 —� AND CENTS t PER: Station 104 0509 252.000 SY REMOVE CONCRETE SIDEWALK FOR G 1 nI 16 T DOLLARS $ U— $ 2,016 — AND CENTS PER: Square Yard s I= MN N I• I• OM NM =0 =I = I= OM I MI MN I• = IMO IM JOB NAME: A. W. Grimes Blvd. (Phase I) JOB LOCATION: Round Rock, Williamson County, Texas OWNER: City of Round Rock, Texas DATE: Thursday, January 18, 2001 at 2:00 p.m. , Gentlemen: Pursuant to the foregoing Notice to Bidders and Instructions to Bidders, the undersigned bidder hereby proposes to do all the work, to 'furnish all necessary superintendence, labor, machinery, equipment, tools, materials, insurance and miscellaneous items, to complete all the work on which he bids as provided by the attached supplemental specifications, and as shown on the plans for the construction of A. W. Grimes Blvd. Phase I, and binds himself on acceptance of this proposal to execute a contract and bond for completing said Y project within 204 working days, for the following prices, to wit: PROPOSAL BIDDING SHEET BASE BID Construction of A. W. Crimes Blvd. (Phase I) Page 1 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 104 0513 453.000 LF REMOVE CONCRETE (C &G) $ $ l zf Z DO CENTS AND PER: Linear Foot 110 0501 41798.000 CY EXCAVATION (RDWY) FOR - TWO DOLLARS � $ Z . $ \04 4'�}S AND C 1 rr TY CENTS PER: Cubic Yard 110 0502 10352.000 CY EXCAVATION (CHAN) FOR F I \) C � DOLLARS $ 5 $ 5L,'1(=o AND CENTS PER: Cubic Yard 132 0518 65678.000 CY EMBANKMENT (ORD COMP) (TY B) (CL 3) T■vu $ 2 �� D $ 1 14 S FOR DOLLARS AND Sc -r\ F VE CENTS PER: Cubic Yard 160 0515 65054.000 SY FURNISHING AND PLACING TOPSOIL (CL 2) (5 ") 5� $ • _ $ 3Z 1 72_ " 1 FOR DOC F 1 F ' N PER: Square Yard M - -- MN = I - -- UM M -- E MN I MI MI BASE BID Construction of A. W. Grimes Blvd. (Phase I) Page 2 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 162 0511 22708.000 SY BLOCK SOD (BERMUDA) FOR T1L10 DOLLARS $ Z. $ S 040 . AND Sl ` i CENTS . i PER: Square Yard 164 0523 001 33527.000 SY CELL FIB SEED (TEMP)(WARM) $ 15._ • $ 63-1 0 13 FOR DOLLARS AND @i✓tJ NItV.IGT LENTS PER: Square Yard 164 0525 001 33527.000 SY CELL FIB SEED (TEMP)(COOL) 1 $ $ 62 0 l3 FOR DOLLARS AND N t tel: TEE r1 CENTS PER: Square Yard 164 0561 001 44346.000 SY HAY OR STRAW SEED (PERM)(RURAL)(CLAY) 2 $ • $ 1 1 pa(� Sa AND i vJE� F JC D sc t PER: Square Yard 168 0501 1952.000 MG VEGETATIVE WATERING FOR � -8Cr DOLLARS $ `, - $ Z-1 -41/ AND CENTS PER: Thousand Gallons 11 O— —• all =I MO NMI N 1 -- MN MN MN MB MI BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 3 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 169 0501 7142.000 SY SOIL RETENTION BLANKET (CL 1) (TY A) FOR �1V� DOLLARS $ I _5 S - � 4�Li. 1 AND F E CENTS 1 PER: Square Yard 170 0601 2232.000 LF IRRIGATION ENCASEMENT PVC (SCHD) (40)(4 ") FOR 1- l v e DOLLARS 50 $ $ �� Z, AND 'Pi F--1-, CENTS PER: Linear Foot 216 0501 80.000 HR ROLLING (PROOF) _ TvD FOR NUt,[),e1] III�� - r DOLLARS $ Y12" p $ 116c) AND - CENTS PER: Hour 247 0599 017 29917.000 CY FLEXIBLE BASE (TY D GR 6 CL 4) (10 ") FOR Sl XT>r E 1J '---- DOLLARS $ 16� $ 4,6 6-12_ AND CENTS PER: Cubic Yard 260 0531 001 107701.000 SY LIME TREAT SUBGR (OC) (8 ") FOR T 1c11Y — DOLLARS $ Z r $ 2 � L �21 7-5 I AND Tv\et.}tY F 1NJ E CENTS PER: Square Yard MI NM I UM I I•• MI • I• MI I M IMM IM } BASE BID Construction of A. W. Grimes Blvd. (Phase I) Page 4 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 264 0534 001 2456.000 TON LIME (TY A SLURRY OR TY C SLURRY) 71.D FOR AL ./114- 1 - \( - { DOLLARS pg — $ $ 2.010 7j0 g. AND CENTS PER: Ton 310 0503 18966.000 GAL PRIME COAT (AE -P) � �-�, \\ FOR vN �- DOLLARS i4 $ ', z4 $ 2-0 .021. AND FOU e TeEtJ CENTS PER: Gallon 340 0529 007 200.000 TON ASPHALT CONC TY C (LEVEL UP)(PG- 64 -22) FOR CO Y E 1 l DOLLARS $ q 1s-- $ 9 (000 — AND 1 CENTS PER: Ton 340 0552 007 10431.000 TON HOT MIX ASPHALTIC (TY B) (PG 64 -22) FOR 7 tiZ, T y� T�e6E DOLLARS ,7 $ 33' $ 352., AND �t✓Vi; h)T� JE CENTS PER: Ton 340 0680 007 10431.000 TON HOT MIX ASPHALTIC (TY C) (PG 70 -22) FOR 1 Hl(21 F1V� DOLLARS ,s $ �� Q ZS $ 312 I��j. AND S c � t e Ty •F 1 q - CENTS . PER: Ton • M - - - M - - - - - - • OM • • N MO I BASE BID Construction of A. W. Grimes Blvd. (Phase I) Page 5 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 340 0681 007 10431.000 TON HOT MIX ASPHALTIC (TY C PV 32 SURF) (PG 76 -22) FOR I H ` 2: '€J1 DOLLARS $ 31 15 $ 393,71 O. ' k AND I.,1 t ( \-1 JE CENTS YGVF. PER: Ton 354 0529 225.000 SY PLAN ASPH CONC PAV (0" TO 2 ") FOR l Ps ie l 1 r -k ( DOLLARS $ - 50 $ 3r AND CENTS PER: Square Yard 402 0501 16941.000 LF TRENCH EXCAV PROTECTION FOR ONJE - DOLLARS $ 1 r $ 1 lo �4 1 AND �� CENTS PER: Linear Foot 416 -- 0503 007 240.000 LF DRILL SHAFT (18 IN) i FOR 1— 1 PTV ` �{ eee DOLLARS $ 5 7 -- $ Z 120 — AND CENTS PER: Linear Foot 416 0504 007 2040.000 LF r DRILL SHAFT (30 IN) FOR e 1 ``-t��Y g`gtk i DOLLARS $ ?)B- $ n 9 i 52,D AND CENTS PER: Linear Foot MN = N NM N MN MI = MN MI MN -- MI OM OM =• NM BASE BID Construction of A. W. Grimes Blvd. (Phase 1) PROPOSAL SHEET Page 6 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 420 0513 013 411.000 CY CL C CONC (ABUT) r 'N)E FOR Tke-E 14U1)DR ' 4ErIT\- DOLLARS $ 329 — $ 135:2-1 9 — AND CENTS PER: Cubic Yard 420 0514 013 589.000 CY CL C CONC (BENT) FOR Fou 1'1v■NDQEfl t•ileTE£r1 DOLLARS $ 419-- $ 246,-11 — AND CENTS PER: Cubic Yard 420 0544 013 685.600 CY BRIDGE APPROACH SLAB FOR OCLE tfUnID1ZED .6.1% F T �V DOLLARS $ 1�J5 $ 126, g AND — CENTS PER: Cubic Yard 420 0601 013 133.000 CY CLC CONC (MEDIAN) '(K1u lAtAA .0 1 WEts1TY DOLLARS FOR AND $ ZZS $ 29 c >2.5 CENTS PER: Cubic Yard 422 0505 66125.000 SF REINF CONC SLAB (CL S) $ FL $ - 1 FOR t w GUI E DOLLARS AND CENTS PER: Square Foot OM • =I OM I I MN =I MN I MN I I• - - = NM MO BASE BID Construction of A. W. Grimes Blvd. (Phase I) Page 7 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 423 0501 3600.000 SF RETAINING WALL (MSE) FOR TV.-V. 1 Y 1\1114e DOLLARS $ Z I — $ O 4, 4c0" AND — CENTS PER: Square Foot 425 0501 001 4650.000 LF PRESTR CONC BEAM (TY A) • FOR s1= T' YQt,I2 DOLLARS $ 54" $ 7.51 100 - AND CENTS PER: Linear Foot 425 0503 001 4572.000 LF PRESTR CONC REAM (TY C) FOR ��E Y \ X — DOLLARS $ Sb $ 2,56,032 AND CENTS PER: Linear Foot 428 0501 7346.000 SY CONC SURF TREAT - $ ,4 O s �� FOR DOLLARS AND N., CENTS 0ETY PER: Square Yard 432 0501 635.000 CY RIIPRAP (CONC) (CL B)(5 IN) FOR 1 i ut P TA tfvey DOLLARS $ ZA $ \ 44, 0 o — AND - CENTS — PER: Cubic Yard = MI I MN =•• I• NM — • N NM I— UM OM • BASE BID Construction of A. W. Crimes Blvd. (Phase I) Page 8 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 432 0515 88.000 CY RIPRAP( (CL B CONT) FOR l H12EE 1'IUNOEED Ivy NET DOLLARS $ 3 p JOJ $ � �� AND CENTS PER: Cubic Yard 450 0698 1311.000 LF RAIL (TY T411) FOR i tJE ' f CI DOLLARS $ C 5 5 — $ 124 5 45 AND CENTS PER: Linear Foot 454 0503 936.000 LF SEALED EXPANSION JOINTS (4IN) FOR I 1 Y DOLLARS $ b0 $ 66 , \ t.0 AND CENTS PER: Linear Foot 462 — 0522 003 566.000 LF CONC BOX CULV (8 FT X 4 FT) OE FOR C �D RI.H. D T�JEcJ1 y DOLLARS $ Z2-5 _ $ 12-13S D' AND CENTS PER: Linear Foot 464 0503 003 4201.700 LF RC PIPE (CL III) (18 ") FOR TNIe - ITN( T%-1¢EE DOLLARS $ 33 — I'D $ 1 39, l.5 b. AND CENTS PER: Linear Foot • OM M - M M - M I = 1= - - - I • NM BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 9 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 464 0505 003 1895.500 LF RC PIPE (CL I11) (24 ") FOR IR 1>r C'( S I)( DOLLARS $ 3 ( $ (o 2..z3 _ AND CENTS PER: Linear Foot 464 0507 003 1261.500 LF RC PIPE (CL III) (30 ") FOR Oe l 1 taGE DOLLARS $ O — S SQ ZQq. AND – CENTS PER: Linear Foot 464 0509 003 2751.700 LF RC PIPE (CL III) (36 ") FOR ‘>r iY GWN! DOLLARS $ SS $ 159 5913 AND CENTS PER: Linear Foot 464 0511 003 2353.700 LF RC PIPE (CL III) (48 ") FOR NE ORGD TErJ DOLLARS $ 1 VD-- $ 2%, ' 1 — AND CENTS PER: Linear Foot 465 0510 20.000 EA MANH ( COMPL)(TY A) ) FOR Iv3St37y -C- Wj 1-�ur1s�DDOLLARS $ Z�i�C7p $ S(o 007t7 AND CENTS PER: Each -- MOM O M M BASE BID Construction of A. W. Grimes Blvd. (Phase I) Page 10 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 465 0525 4.000 EA INLET ( COMPL)(DROP) (TY I) FOR al Yki ee. 1J Am -Ott: P DOLLARS $ \ '�joD — $ 1 ZO — AND CENTS PER: Each 465 0582 51.000 EA INLET (COMP) (TY II) (10') FOR TvietsI y Seqet.1 N>ANo¢1 DOLLARS $ 2:1 OD $ 1 3 00 — AND CENTS PER: Each 465 0626 2.000 EA INLET (COMP) (TY II) 15') 1 FOR A l'ely 511- f ZEP DOLLARS $ 2 ,G, 00 — $ 1 loo AND CENTS PER: Each 466 _ 0631 001 4.000 EA WINGWALL FW -S (15 DEGREES) H 4 FT FOR N tJE \4'42P ctfir DOLLARS $ c3 5-0_ $ 3`8 AND - CENTS - PER: Each 476 0555 100.000 LF JACK & BORE PIPE (30 ") (RCP) (CL 11I) FOR �� E Nu aoRE57 DOLLARS $ SAO ` $ 1 50 000 AND CENTS PER: Linear Foot MN = I• NM MO MN • -- M I NM N -- MN MO = BASE BID Construction of A. W. Grimes Blvd. (Phase I) Page 11 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 500 0501 1000 LS MOBILIZATION (8%) FOR (�UNpR6D�HDt DOLLARS $ 6-00/00O— $ 500 000 — AND CENTS PER: Lump Sum 502 0501 018 12.000 MO BARRICADES, SIGNS AND TRAF HANDLE Tt-] E1.-JG 1 1"Lp0 $ $ 1 44 -O'o — FOR - I w'1p12ED DOLLARS AND CENTS PER: Month 529 0521 2041.000 LF CONC VALLEY GUTTER ELe 1 ,S $ 1 1S $ � l I FOR \I Et DOLLARS AND V 6iJT. F't Ni C CENTS PER: Linear Foot 529 0532 38258.000 LF CONC CURB & GUTTER (TY 11) i LARS ZS $ L $ 2-3') 2-3') I ` .c O AO D T � 1 CY O J� DCENTS PER: Linear Foot 531 0532 64.000 EA WHEELCHAIR RAMP (TY I) FOR S1� t6 -IMBED DOLLARS ( ) — $ $ 'A� 40D — AND CENTS PER: Each M I - - - - - - - - - - - - - - ME M BASE BID Construction of A. W. Grimes Blvd. (Phase I) Page 12 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 531 0545 11041.000 SY CONCRETE SIDEWALK (5 IN) T FOR TostJ't oz:t. C. DOLLARS $ �3 'a $ 259, 40. AND r FT CENTS i PER: Square Yard 556 0508 001 500.000 LF PIPE UNDER (TY 8) (6 ") FOR E OR i Y �' DOLLARS $ 4o $ Zp, pop - AND CENTS PER: Linear Foot 580 0502 6.000 CYC PROJECT MAINT (MOWING) FOR �UQ (1 - ��USA OP DOLLARS $ 4000 — $ Z4 cob — AND - CENTS PER: Cycle 610 0519 002 12.000 EA RDWY ILL AM U/P (TY SPL -CO) (.15 KW) (TY 3) FOR SEN/ftJ IAti1J02e3. DOLLARS $ 100 $ 940D AND CENTS PER: Each 618 0504 285.000 LF CONDUIT (RM) 2" FOR CL EV� _� DOLLARS $ 1 ` — $ 3135 AND CENTS PER: Linear Foot MI MN = MN NM OM — - -- OM M - -- MO NM NM MO BASE BID Construction of A. W. Grimes Blvd. (Phase I) Page 13 of 22 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 618 0511 • 22202.000 LF CONDUIT (PVC) (SCHD 40) (2 ") FOR FOl l2 DOLLARS -15 $ 50 S ��s 4 AND Vti1J F 90 —CENTS .` t PER: Linear Foot 618 0518 34.000 LF CONDUIT (PVC) (SCHD 80) (2 ") FOR E 1F"(' Fi. — DOLLARS $ 55 $ 13"-i p AND CENTS PER: Linear Foot 620 0503 433.000 LF ELEC CONDUCTOR (NO 8) BARE FOR DWG- � DOLLARS I ! � 0 $ 411., gp S AND TEr CENTS PER: Linear Foot 620 0509 433.000 LF ELECT CONDUCTOR (NO 8) INSULATED FOR Tvuo DOLLARS 7 $ Z. I O $ ()09 AND �F - Teo - Teo -- taxF -CENTS PER: Linear Foot 624 0503 3.000 EA GROUND BOX TY C (162911) W /APRON FOR lK HUtJDEED •IYT DOLLARS $ (0S0 — $ 1 gj5O -- AND • CENTS PER: Each MN OM = MI MI — M — — — — • • MN MI • NM • BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 14 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 624 0601 121.000 EA INSTALL 12X12 GROUND BOX W /APRON FOR Two Nun1017-61? Shciy DOLLARS $ 7Jc0 — $ 31,460 AND CENTS PER: Each 628 0535 2.000 EA ELEC SERV TY D (120/240) 070 (NS) GS (E) SP (0) FOR Slx 1 h{OUS l� DOLLARS $ �DOO — $ `'Z 000 — I AND CENTS PER: Each 644 0501 102.000 EA SMALL RDSD SGN ASSM (TY A) FOR Two l�Ut�D4kD FtFty DOLLARS $ 2.50— $ 25 5 00^ AND CENTS PER: Each 644 0508 2.000 EA SMALL RDSD SGN ASSM TY D -4 FOR SE a HIANDRIrp DOLLARS AND — CENTS — 100 $ $ PER: Each 649 0504 1.000 EA RELOC SMALL RDSD SGN ASSMS FOR 0h1(; \AUNO P %.-VN‹ DOLLARS $ (00 — $ I t — ' AND - CENTS PER: Each • — — — — BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 15 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 656 0535 1210.000 LF FND FOR RWY ILL ASM (TY A) (24 IN DR SH) N;�,� ��2� FOR DO CENTS 73 = $ irz . S30 $ AND -- PER: Linear Foot 666 0502 018 9410.000 LF REFL PAV MARK TY 1 (W) (4 ") (BRK) $ 3 � ry $ 3, 387 b' FOR ` DOLLARS ` AND D2 - y j.` $ CENTS PER: Linear Foot 666 0506 018 4605.000 LF REFL PAV MARK TY I (W) (8 ") (SLD) O. 74- $ s 3 �` ' 3 • 7J� FOR DOLLARS AND ti ti 'e- CENTS PER: Linear Foot 666 0509 018 620.000 LF REFL PAV MARK TY I W (12 ")(SLD) DO CENTS $ 6/2 $ ' AND �}� PER: Linear Foot 666 0512 018 150.000 LF REFL PAV MARK TY I (W) (24 ") (SLD) t/ DOLLARS S $ z $ AND CENTS PER: Linear Foot I MO MI MN MO MO MI • NM I MN • • MI I OM • OM OM BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 16 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 666 0513 018 31.000 EA REFL PA MRK TY I (W) (ARROW) FOR ^`� - 1c--:,--) I DOLLARS 11 7 / S y $ Z 3 3- $ f AND CENTS PER: Each 666 0517 018 31.000 EA REFL PAV MARK TY 1 (W) (WORD) FOR t`-‘ tl �' DOLLARS 9s = $ Z� � S $ i AND CENTS PER: Each 666 0524 018 260.000 LF REFL PAV MARK TY 1 (Y)(4")(SLD) ON /Qa DOLLARS j Jo $ zd1b z $ AND CENTS PER: Linear Foot 666 0536 018 9410.000 LF REFL PAV MARK TY II (W) (4 ") (BRK) FOR j DOLLARS Q )S $ /787. 5 ° $ AND h" t" e-- f-'C-=-'s-' CENTS PER: Linear Foot 666 0539 018 4605.000 LF REFL PAV MARK TY II (W) (8 ") (SLD) FOR DO CENTS D. , 11- $ / '3V. ,° $ f AND 2� , 0 7" y 7 PER: Linear Foot I M - -- MI — MI N -- I= I MO M BASE BID Construction of A. W. Grimes Blvd. (Phase 1) PROPOSAL SHEET Page 17 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION - AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 666 0541 018 620.000 LF REFL PAV MARK TY II W (12 ")(SLD) FOR (bU� DO CENTS /.Y $ 01 5 AND7� PER: Linear Foot 666 0544 018 150.000 LF REFL PAV MARK TY II (W) (24 ") (SLD) DOLLARS ^� $ G 35 $ AND kl)C y PER: Linear Foot 666 0545 018 31.000 EA REFL PAV MRK TY 11 (W) (ARROW) 4 FOR � � 4�� - DOLLARS $ 32 1 178 $ , G AND CENTS PER: Each 666 0549 018 31.000 EA REFL PAV MARK TY II (W) (WORD) s-at DOLLARS 44z $ X 31 . $ AND CCNTS PER: Each 666 0556 018 260.000 LF REFL PAV MARK TY II (Y)(4 ")(SLD) DO CENTS $ / $ AND f e � PER: Linear Foot BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 18 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 672 0507 012 230.000 EA RAIS PA MRK CL B (REFL) TY I -C DO CENTS 7 $ L � $ �� . AND j2–qt k '7 PER: Each 672 0510 012 470.000 EA RAIS PAV MRKR CL B (REFL) TY II -C -R DOLLARS 2 61° $ / .316 m S AND J 3_1, 3_ CENTS PER: Each 677 0501 600.000 LF ELIM EXT PAV MRK & MRKR (4 ") 0M FOR DO CENTS /. ®r $ 6 = $ NDiU PER: Linear Foot 5005 0501 910.000 LF ROCK FILTER DAMS (TY 1 -4 ey-3 FOR DOLLARS /o . so $ 9' SSS = $ AND - rL —'�"`� ( PER: Linea Foot 5005 0502 910.000 LF ROCK FILTER DAMS (REMOVE & REPLACE) (TY I) FOR q� O' DOLLARS I z $ 7 Z o $ AND CENTS PER: Linear Foot M —= MN OM O - - -- NMI I N BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 19 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5005 0503 910.000 LF ROCK FILTER DAMS (REMOVE) (TY 1) V G DOLLARS FOR c • `� $ ,� S' $ 11 AND 'tom '� lid CENTS PER: Linear Foot 5010 0501 1800.000 SY CONSTRUCT EXIT (TY I) FOR ONE D $ /r $ z 6ro L AND 'Q ` / ��l CENTS PER: Square Yard 5010 0503 1800.000 SY CONSTRUCT EXIT (REMOV) (TY I) r / 40 DOLLARS 0' $ /, 2% , $ AND �L. -1Q �� CENTS PER: Square Yard 5012 0501 18.000 HR BKHOE WORK (E OSION CONTROL) (CL I) �;ti� —`1 /y CH.-2 FOR DOLLARS W _ $ X638 $ t AND CENTS PER: Hour 5012 0503 18.000 HR BLADING WORK (EROSION CONT) (CL 1) pia`' .11....ar FOR X DOLLARS /loo $ 2 'BSc. ' $ AND // CENTS PER: Hour I OM MN MO MN NM I• — NM -- I• MN • =I NM MO BASE BID Construction of A. W. Crimes Blvd. (Phase I) PROPOSAL SHEET Page 20 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5014 0504 13.900 CY GABION MATTRESS (6 IN) ‘g FOR DO CENTS /7o ` $ z 363 $ , AND PER: Cubic Yard 5249 0501 15000.000 LF TEMP SEDMT CONT FENCE ©tig FOR LARS D CENTS j. ox" $ IS, 7 -S O $ AND u2 PER: Linear Foot 5249 0502 7000.000 LF TEMP SDMT CONT FENCE (REMOV & REPLAC) ��. DOLLARS / $ 7 coo L $ AND CENTS PER: Linear Foot 5249 0503 15000.000 LF TEMP SEDMT CONT FENCE (REMOV) D • S z $ y / e � a $ FOR / DOLLARS AND ('� c CENTS PER: Linear Foot 5250 0501 640.000 LF FIBER ROLL FOR DO CENTS $ $ AND PER: Linear Foot BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 21 of 22 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5530 0501 590.000 LF DEAD END ROADWAY BARRICADE FOR N' �� — 11.0 DOLLARS Q $ /5 y $ ii ZIO • AND CENTS PER: Linear Foot 5718 0508 2.000 EA RELOCATE EXIST FIRE HYDRANT FOR 2� — SI.. ■, DOLLARS 3 0,0 z $ G- noo ~ $ 1 AND CENTS PER: Each 6032 0501 1.000 EA INSTALLATION OF HIGHWAY TTR FFIC SIGNA FOR 44—‘0 `�S' '`> DOLLARS //.5; coo L $ /lg 000 = 5 AND CENTS PER: Each MI = I I= I MN MI MI MI NM =• - -- OM [ BASE BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET TOTAL BASE BID (Items 100 thru 6032): $ 7 °67. 4(7. STATEMENT OF SEPARATE CHARGES: Materials: 2 Z I v� 50 O All Other Charges: 5 5, Sb$,b "Total: $ 1,S ,411. 7° Page 22 of 22 * - Total shall equal amount entered above for "TOTAL BASE BID ". 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 fifteen (15) days after written Notice to Proceed. The undersigned further agrees to complete the work in full within 204 working 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 fmal. The Owner reserves the right to reject any or all bids and may waive any formalities. Respectfully Submitted, sw:� 1SI�o3 �- I\� ' 375- r22.4I1oet - i - 1 ix. -1SW,D Title for Address RC M Goas toes, Lt' 6V2-1 i ao- 33 3 Name of firm Telephone ►'/o1 Date Secretary, if Contractor is a Corporation Cnrk� i w•.r t t „c ‘>t b1 2'•'i 3, ':P11 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5718 0505 2.000 LS DRY CONNECTION (16 IN X 16 IN) FOR p`� Ino ySa-0 DOLLARS _ $ 5 oD $ I o, ooO AND r— CENTS PER: Lump Sum 5718 0506 4.000 TON DUCTILE IRON FITTINGS .�. 41.-- DOLLARS $ SOD J _ $ P AND CENTS PER: Ton 5718 0507 8.000 EA FIRE HYDRANT 4 +-Z DO CENTS — $ Z 2.O p $ \— (900 AND PER: Each 5718 0509 80.000 LF BORE & STEEL ENCASEMENT (24 IN DIA) —k>4.2-0._.4w-- cc FOR .°`' ='1 �v� DOLLARS $ 7 j15 J $ -2 -,p000 -- AND CENTS PER: Linear Foot 5718 0517 40.000 LF PIPE (6 IN DIA) (DI)(WL) FOR Nh DO CENTS $ c ) Cr— $ 3600 AND PER: Linear Foot MI == MN OM I =- I N NM MI I NM I I MN MMI ALTERNATIVE (1) BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 1 of 3 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5718 0520 10012.000 LF PIPE (16 IN DIA) (DI)(WL) FOR to .....°,..._ DOCENTS 4 — $ � $ 410)4 AND PER: Linear Foot 5718 0521 8.000 EA FORc3 GATE VALVE AND BOX (6 IN) L%-,V ..J r` r-/// � DOLLARS $ ! _ D --- V $ 5200 AND CENTS PER: Each 5718 0525 8.000 EA VALV 11(16 IN) (BUTTERFLY) FOR ll2 ." "$ � DO CENTS j� $ G� 0 $ 4o, o0 — AND PER: Each 5718 0527 3.000 EA AUTO FOR -OMB AI -VAC REL VALV ASSEM (2 IN) '� DOLLARS $ 2. - o - $ b, 900 * AND CENTS PER: Each 5718 0528 350.000 LF CONCRETE ENCASEMENT DOLLARS $ Z0 ` $ 7000 AND CEN PER: Linear Foot = ■ MN NM NM =MUM NM I OM OM • ■ I MI I OM MN ALTERNATIVE (1) BID Construction of A. W. Grimes Blvd. (Phase I) Page 2 of 3 PROPOSAL SHEET ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5718 0529 1.000 EA ADJUST EXISTING 16" WATERLINE FOR �u" ct"'"A� S DO CENTS $ Z1, oco- _ $ 2.1 ' O00 AND PER: Each MN NM — MN MN MN NM I NM OM NM N MI NM = I OM NM I ALTERNATIVE (1) BID Construction of A. W. Grimes Blvd. (Phase 1) 17 TOTAL ALTERNATIVE (1) BID (Items 5718 -0505 thru 5718- 0529): $ I S 53,1 °)2- Page 3 of3 PROPOSAL SHEET STATEMENT OF SEPARATE CHARGES: Materials: All Other Charges: *Total: $ to) 1, coo s 7.62,"1 °FL $ 55.'1 a2' * - Total shall equal amount entered above for "ALTERNATIVE (1) BID ". ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5718 0605 2.000 LS DRY CONNECTION (24 IN X 16 IN) FORT IHOUSnaO DOLLARS $ 10 — $ ZO CXXD AND CENTS PER: Lump Sum 5718 0606 5.000 TON DUCTILE IRON FITTINGS FOR 1 ■ NiE MkuaQ1LE1- -- DOLLARS 8 � :,- $ Zr AND CENTS PER: Ton 5718 0607 8.000 EA FIRE HYDRANT FOR TWEN i I w o I qu a ow O DOLLARS $ 2700- $ I -1 (000-- AND CENTS PER: Each 5718 0609 80.000 LF BORE & STEEL ENCASEMENT (36 IN DIA) FOR FNE ILuaDREO DOLLARS $ sop - ' $ Leo, 000 AND CENTS PER: Linear Foot "" 5718 0617 40.000 LF PIPE (6 IN DIA) (DI)(WL) $ 90 $ .(oOb FOR NI NE r.( DOLLARS AND CENTS PER: Linear Foot • -- NM OM • MI = MI OM NM OM I = == NM • MI ALTERNATIVE (2) BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET Page 1 of 3 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5718 0620 10012.000 LF PIPE (24 IN DIA) (DI)(WL) FOR `,7r r,( ¶c DOLLARS $ (p $ 62o 4 AND CENTS PER: Linear Foot 5718 0621 8.000 EA GATE VALVE AND BOX (6 IN) FOR SIX Aw41,¢eo FIFTY DOLLARS $ COG D— $ 5200 AND CENTS PER: Each 5718 0625 8.000 EA VALV (24 IN) (BUTTERFLY) FOR C 'T 1C'IN7 NtAsozeo DOLLARS Y c� $ UO0 Q $ 3 U' �� AND CENTS PER: Each 5718 0627 3.000 EA AUTO COMB AIR -VAC REL VALV ASSEM (2 IN) FOR rweNT 1 H¢ErE 1-11.4moce, DOLLARS ""�� $ Zv -- $ � AND CENTS PER: Each 5718 0628 350.000 LF CONCRETE ENCASEMENT FOR TiaeaT (---� DOLLARS $ za $ J 000 AND CENTS PER: Linear Foot I N MO OM MO • NM = NM MN = MN N — - - = MI PROPOSAL SHEET ALTERNATIVE (2) BID Construction of A. W. Grimes Blvd. (Phase I) Page 2 of 3 ITEM CODE QUANTITIES UNIT ITEM DESCRIPTION AND WRITTEN UNIT PRICE UNIT PRICE AMOUNT ITEM NO DESC CODE SP NO 5718 0629 1.000 EA ADJUST EXISTING 16" WATERLINE FOR TW6n1Ty DWG' YHouv.r+C7 DOLLARS $ Zl 00O $ 7-I 000 — AND CENTS 1 PER: Each I MN I N E -- I MI MN I MO 1 M - -- MN ALTERNATIVE (2) BID Construction of A. W. Grimes Blvd. (Phase I) PROPOSAL SHEET TOTAL ALTERNATIVE (2) BID (Items 5718 -0605 thru 5718- 0629): $ 1E)1,944 STATEMENT OF SEPARATE CHARGES: Materials: $ 411 10tO All Other Charges: $ 505,944 L � *Total: $ - 182, /44 Page 3 of 3 * - Total shall equal amount entered above for "TOTAL ALTERNATIVE (2) BID ". Sent By: RODRIGUEZ AND HUGGINS INC; Addendum No. 1 '1 1. Addendum No. 2 Addendum No. 3 Addendum No. 4 Addendum No. 5 ACKNOWLEDGEMENT OF RECEIPT OF ADDENDUM Signature Si� Signature Signature Signature 512 231 9133; p.1133503041nitlding ooCUmentltacknpNedgemerd al receipt or ,dU , e C Dec -27 -00 4:02PM; Page 3 1 12201OD Date V1\2_1100 Date lZ \21LoO Date 01 1 0 4101 Date 01Iri Date I "r Bid Bond Surety Department 1 KNOW ALL MEN BY THESE PRESENTS, That we, RGM Constructors, L. P., as Principal, hereinafter called the Principal, and the Fidelity and Guaranty Insurance Underwriters, Inc., a corporation created and existing under the laws of the State of Wisconsin, whose principal office is in Baltimore, MD, as Surety, hereinafter called the Surety, are held and firmly bound unto the City of Round Rock, TX, as Obligee, hereinafter called the Obligee, in the sum of Five percent (5 %) of the 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 • NOW THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into a contract with the Obligee in accordance with the terms of such bid, and give such bond or bonds as may be specified in the bidding or contract documents with good and sufficient surety for the faithful performance of such contract and for the prompt payment of labor and material furnished in the prosecution thereof, or in the event of the failure of the Principal to enter such contract and give such bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof between the amount specified in said bid and such larger amount for which the Obligee may in good faith contract with another party to perform the work covered by said bid, then this obligation shall be null and void, otherwise to remain in full force and effect. Signed and sealed this 4th day of January, A.D. 2001. Attest: RGM Constructors, L. P. Witness: /22/.11f-6_, r--Z Form S -3266-4 Printed in U.S.A. 12 -70 A. W. Grimes Boulevard (Phase 1) (Principal) By (SEAL) (Title) presid.2, t ,V eci ��5 � ao 1 Co. Ar- v.c., By Fidelity and Guaranty Insurance Underwriters, Inc. Tobin Tucke , Attorney -in -Fact 1 1 1 1 1 1 1 1 POST BID DOCUMENTS , :111 t111411.1,1 1 pr.ni 12 1 11,:)33,c.1 PM THE STATE OF TEXAS AGREEMENT COUNTY OF WILLIAMSON THIS AGREEMENT, made and entered into this 26 day of April A.D. 2001 , by and between the CITY OF ROUND ROCK, TEXAS acting through its Mayor, Party of the First Part, hereinafter termed the OWNER, and Pal Constructors, Inc., of the City of Pflumet:ville County of Travis State of, Teas Party of the Second Part, hereinafter termed Contractor. WITNESSETH: That for and in consideration of the payments and agreements hereinafter mentioned, to be made and performed by said First Party (Owner), the said Second Party (Contractor), hereby agrees with the first Party to commence and complete the construction of certain improvements at the prices set forth in the Contractor's Proposal dated January 19, 2001. for certain improvements described as follows: Construction of A. W. Grimes Blvd. (Phase I) The Contractor shall perform all work shown on the Plans and described in the Contract and shall meet all requirements of this Agreement, the General and Special Conditions of the Contract; and such Orders and Agreements for Extra Work as may subsequently be entered by the above named parties to this Agreement. The Contractor hereby agrees to commence work under this contract within (15) consecutive calendar days after that date of the Notice to Proceed and shall cause work to progress in a manner satisfactory to the Owner. Such work shall be completed in full within 204 wor Ling dads after the date of the written Notice to Proceed. Time is of the essence to this contract. The Owner agrees to pay the Contractor in current funds, and to make payments on account, for the performance of the work in accordance with the Contract, at the prices set forth in the Contractor's Proposal, subject to additions and deductions, all as provided in the General Conditions of the Agreement. rrrIt 1• 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 04/11/2001 WED 10:41 FAX 512 218 3242 Traffic Section ig 002 AGREEMENT- continued The following documents together with this Agreement, comprise the Contract, and they are fully a parr thereof as if herein repeated in full: The Notice to Bidders The Bid Bond The Proposal Sheets The General Provisions The Governing Specifications and Special Provisions The Certificate of Insurance The Performance, Payment Bond and Warranty Bond Addenda Change Orders The Plans IN WITNESS WHEREOF the Parties to these presents have executed this Agreement in multiple originals in the year and day fast above written. By: Secretary, if Contractor is a Corporation or otherwise registered with the Secretary of the State Party : r? ust P. Owner) Mayor - City of Round Rock By: ,.c Y�l.r- •c.LQn^-� Party of the Second Part (Contractor) (�, 1,,t P Y <S c14 v\\ g" t- \ LO 4sVuLk 1O./t £3 . 1 L— t.evt -ercrk ,0. +-LK•{Y THE STATE OF TEXAS COUNTY OF WILLL4MSON PERFORMANCE BOND Bond #SA3762 KNOW ALL MEN BY THESE PRESENTS: That RGM Constructors, L. P. of the City of Pflugerville County of Travis , State of Fidelity and uuaranty insurance. Te , as Principal, and Underwriters, Inc. authonzed 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 Eight million four n n e andt70 /10p0one thousand two hundred d o l lars $ 8, 421,209.70 ( ) 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 26th day of April , 20 01 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: 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. postbidmst/spec master A. W. Grimes Boulevard, Phase I PBD -3 1 1 1 1 Address 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 instrument this 26th day of April ' 20 01 . I AGM Constructors, L. P. Principal ' By. 0-1 c,. ..o. 1 VrrSic4 )t• 2hM CowskrutAto.A Co. Title (a-t l Pak , A-k./ 15603 N IH -35 206 E 8th St. #210 Pflugerville, TX 78660 1 Resident Agent of Surety: Tucker Agency, Inc. Printed Name 1 Address 1 City, State & Zip Code 206 E 8th St. #210 Ft Worth, TX 76102 Signa postbid mst/spec master Tracy Tucker PBD-4 Fidelity and Guaranty Insurance Underwriters, Inc. Surety Tracy Tucker, Attorney —in Fact ,• Title Address Ft Worth, TX 76102 THE STATE OF TEXAS COUNTY OF WILLIAMSON PAYMENT BOND Bond #SA3762 KNOW ALL MEN BY THESE PRESENTS: That RGM Constructors, L. P. , of the City Of Pflugerville 7 County of Travis , and State of Texas as Principal, andUnae teis, HEI itfiblEartmder 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 Eight million four hundred twenty one thousand two hundred nine and 70/100 Dollars ($ 8,421,209.70 ) 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 26th day of April , 20 01 , 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: A. W. Grimes Boulevard, Phase I 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. postbid.mstlspec master PBD -5 • • 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 26th day of April , 20 01. 1 ' By: .z V An.w 1C ' Wes0-er i • RC1Ni Cotes �u on F G�� Cu. �C • Tracy Tucker, Attornen -Fact - Title Pa l-ti-Qr Title 15603 N IH -35 206 E 8th St. #210 Address 1 Resident Agent of Surety: Printed Name 1 Address 1 1 1 Fidelity and Guaranty Insurance RGM Constructors, L. P. Underwriters, Inc. Principal Surety Pflugerville, TX 78660 Tucker Agency, Inc. 206 E 8th St. #210 It Worth, TX 76102 City, State & Zip Code tgna posthid mg/spec master Tracy Tucker PBD -6 Address Ft Worth, TX 76102 PRODUCER Tucker Agency, Inc. P 0 Box 2285 Ft Worth, TX 76113 I INSURED RGM Construction Co. Inc. C Lumberman's Mutual Casualty Co RGM Constructors, L.P. ' 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. 1 CO TYPE OF INSURANCE POLICY ENFECTIVE EXPIRATION LIMITS LTR NUMBER DATE DATE 1 A GENERALLIABILITY C0N98706576 3 -9 -01 3 -9 -02 GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMP /OPAGG. $ 2,000,000 'PERSONAL & ADV. INJURY $ 1, 000,000 EACH OCCURRENCE $ 1,000,000 FIRE DAMAGE (Any one fire) $ 50, 000 ' MED. EXPENSE (Any one person) $ 5 , 000 B AUTOMOBILE LIABILITY C0N98706618 3 - - 3 -9 -02 COMBINED SINGLE LIMIT $ 1,000,000 I BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE $ IA 1 1 1 1 1 1 1 CERTIFICATE OF LIABILITY INSURANCE Date: 4 -6 -01 C EXCESS LIABILITY WORKERS= COMPENSATION AND EMPLOYERS= LIABILITY STATUTORY LJMITS OTHER DESCRIPTION OF OPERATIONS/LOCATIONS / VEHICLES /SPECIAL ITEMS/EXCEPTIONS The City of Round Rock is named as additional insured with respect to all policies except Workers= Compensation and Employers= Liability. Should any of the above described policies be cancelled or changed before the expiration date thereof, the issuing company will mail thirty (30) days written notice to the certificate holder named below. CERTIFICATE HOLDER: City of Round Rock 221 E. Main Street Round Rock, Texas 78664 attn: Joanne Land postbid.mstispec master COMPANIES AFFORDING COVERAGE A Northern Insurance Co of New York B Maryland Insurance Co D 2SX 129175 00 3 -9 -01 3 -9 -02 EACH OCCURRENCE $ 5,000,000 AGGREGATE $ 5,000,000 TC250409037 3 -9 -01 3 -9 -02 EACH ACCIDENT $ 500,000 DISEASE - POLICY LIMIT $ 500,000 DISEASE -EACH EMPLOYEE $ 500,000 PBD -7 Typed Name: Tracy Tucker Title: Authorized Representative 04/11/2001 WED 10:41 FAX 512 218 3242 Traffic Section 0003 Certificate of Insurance (continued The above policies either in the body thereof or by appropriate endorsement provide that they may not be changed or canceled by the insurer in Tess than thirty (30) days after the insured has received written notice of such change or cancellation. The Certificate of Insurance neither affirmatively or negatively amends extends, or alters the coverage afforded by policy or policies indicated by this certificate. Name of Insurer By: • 2! k ( s1n4(ud tciv( Cv i Li . Title: G'1.2vt.e o - '( • -1v� -e - J r(npR LI . 114 3S Address: PCluTrui ' Th Power of Attorney No. Oh= Seaboard Surety Company St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company St. Paul Mercury Insurance Company 20411 Certificate No. 154422 KNOW ALL MEN BY THESE PRESENTS: That Seaboard Surety Company is a corporation duly organized under the laws of the State of New York, and that St. Paul Fire and Marine Insurance Company, St Paul Guardian Insurance Company and St. Paul Mercury Insurance Company are corporations duly organized under the laws of the State of Minnesota, and that United States Fidelity and Guaranty Company is a corporation duly organized under the laws of the State of Maryland, and that Fidelity and Guaranty Insurance Company is a corporation duly organized under the laws of the State of Iowa, and that Fidelity and Guaranty Insurance Underwnters, Inc. is a corporation duly organized under the laws of the State of Wisconsin (herein collectively called the "Companies "), and that the Companies do hereby make, constitute and appoint W. Lawrence Brown, Tracy Tucker and Tobin Tucker of the City of Fort Worth State Texas their true and lawful Attomey(s) -in -Face, each in their separate capacity if more than one is named above, to sign its name as surety to, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. IN WITNESS WHEREOF, the Companies have caused this instrument to be signed this 11th day of May 1999 Seaboard Surety Company St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company Sf. Paul Mercury Insurance Company POWER OF ATTORNEY United States Fidelity and Guaranty Company Fidelity and Guaranty Insurance Company Fidelity and Guaranty Insurance Underwriters, Inc. United States Fidelity and Guaranty Company Fidelity and Guaranty Insurance Company Fidelity and Guaranty Insurance Underwriters, Inc. MICHAEL B. KEEGAN, Vice President Sate of Maryland *1 l'*''' $ �V "9 City of Baltimore • On this 11th day of May y" _ X 199 9 f e me, the undersigned officer, personally appeared Michael B. Keegan and Michael R. McKibben, who acknowledged themselves to �lye e i It a� t nt Secretary, respectively, of Seaboard Surety Company, St. Paul Fire and Marne Insurance Company, St. Paul Guardian Insurance6pmpa ry P ulM Insurance Company, United States Fidelity and Guaranty Company, Fidelity and Guaranty Insurance Company, and Fidelity and Gt1" dit�rsn e UgelWers, Inc. and that they, as such, being authorized so to do, executed the foregoing instrument for the purposes therein contained by signing tli� ames of the orporations by themselves as duly authorized officers. In Witness Whereof, I hereunto set my hand and official seal. My Commission expires the 13th day of July, 2002 This Power of Attorney is granted under and by the authority of the following resolutions adopted by the Boards of Directors of Seaboard Surety Company, St Paul Fire and Marne Insurance Company, St Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, United States Fidelity and Guaranty Company, Fidelity and Guaranty Insurance Company, and Fidelity and Guaranty Insurance Underwriters. Inc. on September 2, 1998, which resolutions are now in full force and effect, reading as follows RESOLVED, that in connection with the fidelity and surety insurance business of the Company, all bonds, undertakings, contracts and other instruments relating to said business may be signed, executed, and acknowledged by persons or entities appointed as Attomey(s) -m -Fact pursuant to a Power of Attomey issued in accordance with these resolutions. Said Power(s) of Attomey for and on behalf of the Company may and shall be executed to the name and on behalf of the Company, either by the Chairman, or the President, or any Vice President, or an Assistant Vice President, jointly with the Secretary or an Assistant Secretary, under their respective designations. The signature of such officers may be engraved, printed or lithographed. The stgnamre of each of the foregoing officers and the seal of the Company may be affixed by facsimile to any Power of Attorney or to any certificate relating thereto appointing Attnmey(s) -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory as the nature thereof, and subject to any limitations set forth therein, any such Power of Attorney or certificate beanng such facsimile signature or facsimile seal shall be valid and binding upon the Company, and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company with respect to any bond or undertaking to which it is validly attached; and RESOLVED FURTHER, that Attomey(s) -in -Fact shall have the power and authority, and, in any case, subject to the terms and limitations of the Power of Attorney Issued them, to execute and deliver on behalf of the Company and to attach the seal of the Company to any and all bonds and undertakings, and other writings obligatory in the nature thereof, and any such instrument executed by such Attomey(s )-in -Fact shall be as binding upon the Company as if signed by an Executive Officer and sealed and attested to by the Secretary of the Company. I, Michael R. McKibben, Assistant Secretary of Seaboard Surety Company, St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, United States Fidelity and Guaranty Company, Fidelity and Guaranty Insurance Company, and Fidelity and Guaranty Insurance Underwriters, Inc. do hereby certify that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies, which is in full force and effect and has not been revoked. IN TESTIMONY WHEREOF, 1 hereunto net my hand this 26th day of April 2001 \i . R. MICHAEL R. MCKIBBEN, Assistant Secretary 4 REBECCA EASLEY-ONOKALA, Notary Public Rr Mich R. McKi:aibl, e ,iorny,number, bn, Assistant Secret.) To verify the authenticity of this Power of Attorney, call 1- 800. 421 -3880 and ask for the Power of Attorney clerk. Please refer toghe P o w er of the above -named individuals and the details of the bond to which the power is attached 7 86326 Rev.4 -99 Printed in U.S.A. t 1 f i • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WARRANTY BOND BOND NUMBER AMOUNT KNOWN ALL MEN BY THESE PRESENTS, That we, (hereinafter called the "Principal ") as Principal, and the a Corporation duly organized under the laws of the State of and duly licensed to transact business in the State of (herein called the "Surety") , as Surety, are held and firmly bond unto THE CITY OF ROUND ROCK, TEXAS ((herein called the "Obligee "), in the sum of dollars (5 ) 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 serverally, firmly, by these presents. Sealed with our seals and dated this day of , A.D. two thousand and WHEREAS, the said Principal has heretofore entered into a contract with Dated , 20 , for construction of: A. W. Grimes Blvd. (Phase n 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 years(s) from the date of acceptance of the project above described by Owner: The City of Round Rock, Texas NOW, THEREFORE, THE CONDITIONS OF 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 said work which may develop during the period of year(s) form the date of acceptance of the City of Round Rock, Texas. ,!st prrl„ l 12, 1 .5 3 °i: PM 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 d, then this obligation shall be null and void; otherwise shall remain in full force and effect. Principal Surety By: By: Title Title Address Address Resident Agent of Surety: Printed Name Address City, State & Zip Code Signature , WARRANTY BOND (continued) 1 :rnr,: 3 t. %I'AI GENERAL PROVISIONS cu, pr-1,A1 12 1 1 3 iFM GENERAL PROVISIONS TABLE OF CONTENTS ITEM I: DEFINITION OF TERMS 1 1.1 Definitions . 1 1.2 Abbreviations: 1.3. Arterial Highway 2 1.4. Bidder 2 1.5. Bridges .. 2 1.6. Certificate of Insurance . 2 1.7. Council 2 1.8. Construction Bulletin C-5. . 2 1.9. Construction Bulletin C-6 2 1.10. Construction Bulletin C-8. 2 1.11. Construction Bulletin C-9. 2 1.12. Construction Bulletin C-I 1 .2 1.13. Construction Bulletin C-14 2 1.14. Contract . 2 1.15 Contractor 2 1 16. Controlled Access Highway. 2 1.17. Control of Access. ........ 2 1 18. County 3 1.19. Culvert 3 1.20 Department... 3 1.21. Departmental Material Specifications . 3 1 22. Engineer 3 1.23. Expressway. 3 1.24. Freeway 1.25. Frontage Street or Frontage Road .3 1.26. Hazardous Materials/Wast 3 1.27. Highway, Divided 3 1 28 Highway, Street or Road.. 3 I 29 Inspector 3 1.30. Intersection 3 1.31. Island. 3 1.32. Laboratory . 3 1.33. Letting Official. 4 1.34. Local Street or Local Road 4 1.35. Major Street or Major Highway. 4 1.36. Manual of Testing Procedures 4 1.37. Materials 4 1.38. Median 4 1.39. Nonresident Bidder 4 1.40. OSHA 4 1.41. Pavement 4 1 42. Payment Bond 4 1.43. Performance Bond 4 1.44. Plans 1.45. Power of Attomey for Surety Bonds 4 1.46 Project. 4 1.47. Proposal .: 4 Page IoIIV 1 48. Proposal Guaranty. 4 1.49. Ramp 4 1.50. Registered Professional Engineer 5 1.51. Rental Rate Blue Book for Construction Equipment 5 1.52. Right of Way 5 1.53. Roadbed. 5 1.54. Roadway. 5 1.55. Screens and Sieves 5 1.56. Shoulder 5 1.57. Special Provisions 5 1.58. Special Specifications 5 1 59. Specifications .5 1 60. City. . .5 1 61. Subgrade. 5 I 62 Substructure 5 1.63. Superintendent... 5 1.64. Superstructure. 5 1 65. Supplemental Agreements. 6 1 66 Surety. 6 1,67. TemporaryStructures 6 1 68. TMUTCD 6 1.69. Traffic Lane, 6 1.70. Traveled Way 6 1.71. The Work . 6 1.72. Working Day 6 1.73. Work Order .6 ITEM 2 INSTRUCTIONS TO BIDDERS 7 2.1 Contents of Proposal Forms . 7 22 Interpretation of Estimates of Quantities 7 2 3. Examination of Plans, Specifications, Special Provisions and Site of Work . 7 2 4. Competency of Bidders .7 2.5. Preparation of Proposal... 7 2.6. Rejection of Proposals 8 2.7. Proposal Guaranty 8 2.8. Delivery of Proposal .8 2 9. Revision of Proposal Unit Prices . 8 2 10. Withdrawal of Proposal 9 2.11. Public Opening of Proposals 9 2.12. Disqualification of Bidder 9 213. Gratuities 9 ITEM 3 AWARD AND EXECUTION OF CONTRACT 9 3.1. Consideration of Bids 9 3.2. Award of Contract 10 33 Retum of Proposal Guaranty.. 10 3.4. Execution of Contract, Bonds and Certificate of Insurance. 10 3.5. Execution and Approval of Contract 10 3.6. Failure to Execute Contract, Bonds and Certificate of Insurance. 10 3.7. Beginning of Work 10 3.8 Antitrust... 10 Page IIof IV ITEM 4 SCOPE OF WORK 10 4.1. Intent of Plans and Specifications 10 4.2. Significant Changes in the Character of Work. 11 4 3. Extra Work 11 4 4. Claims and Disputes . 11 4.5. Maintenance of Detours and Existing Facilities . 12 46 Use of Materials Found on the Right of Way 12 4.7 Final Clean Up 12 ITEM 5 CONTROL OF THE WORK 13 5.1. Authority of Engineer 13 5.2 Engineer as Referee 13 5.3 Plans and Working Drawings 13 5.4. Conformity with Plans, Specifications and Special Provisions. 14 5.5. Coordination of Plans, Specifications and Special Provisions. 14 5 6. Cooperation of Contractor 14 5.7. Construction Stakes 14 58 Authority and Duties of Inspectors 15 5 9. Inspection • 15 5.10. Federal Inspection 16 5.11. Removal of Defective and Unauthorized Work 16 5.12. Final Inspection 16 ITEM 6 CONTROL OF MATERIALS 16 6.1. Sources of Supply and Quality of Materials 16 6.2. Samples and Tests 17 6.3. Plant Inspection . 17 6 4. Pretested Materials. 18 6 5. Storage of Materials 18 6.6. Defective Materials 18 6 7. Hauling of Divisible Materials Paid for by Weight or Truck Measure 18 6 8. Construction Traffic on Structures . ....... . 19 6.9. Constniction Loads on Structures. 20 ITEM 7 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 20 7.1. Laws to be Observed 20 7.2. Permits, Licenses and Taxes 21 7.4. Insurance 21 7.5. Restoration of Surfaces Opened by Permit 22 7.6 Sanitary Provisions. 22 • 7.7. Public Safety and Convenience 22 7.8. Barricades and Danger, Warning and Detour Signs and Traffic Handling 22 7.9. Use of Explosives 23 7.10. Protection of Adjoining Property 23 7.11. Responsibility for Damage Claims . 23 7.12. Contractors Responsibility for Work 23 7.13. Personal Liability of Public Officials. 24 7.14. Responsibilities to the Railroad Companies. 24 7.15. Abatement and Mitigation of Excessive or Unnecessary Construction Noise.... 25 7 16. Work Near Electrical Power Lines 25 7.17. Preservation of Cultural Resources 26 Page IIIof IV 7 18. Work in Waters of the United States .26 7.19. Work in Navigable Waters 26 7.20. Work Over the Recharge Zone of Protected Aquifers. 26 ITEM 8: PROSECUTION AND PROGRESS 27 8.1. Assigning of Contract and Subcontracting 27 8.2 Prosecution of Work . ... 27 • 8.3 Workers and Equipment 28 8 4. Temporary Suspension of Work 28 8.5. Computation of Contract Time for Completion... 29 8.6. Failure to Complete Work on Time 29 8.7. Abandonment of Work or Default of Contract 29 8.8. Termination of Contract. . 30 8 9. Railroad Construction 30 8.10. Hazardous Matenals 30 ITEM 9: MEASUREMENT AND PAYMENT 31 9.1. Measurement of Quantities . .31 9 2. Scope of Payment 31 9.3. Payment for Extra Work t 31 9.4 Force Account 31 9.5 Partial Payments .... 33 9.6 Acceptance and Final Payment. 34 9.7. Differing Construction-site Conditions 34 9.8. Plans Quantity Measurement 34 Page IVof IV GENERAL PROVISIONS GENERAL REQUIREMENTS AND COVENANTS ITEM 1: DEFINITION OF TERMS Page 1 of 34 1.1 Definitions. Wherever the following terms are used in these specifications or other contract documents, the intent and meaning shall be interpreted as shown below: 1.2. Abbreviations: AAN American Association of Nurserymen. AAR Association of American Railroads. AASHTO American Association of State Highway and Transportation Officials. AITC American Institute of Timber Construction. ANSI American National Standards Institute. API American Petroleum Institute. AREA American Railroad Engineers Association. ASTM American Society for Testing and Materials. AWG American Wire Gage. AWPA American Wood Preservers Association. AWPB American Wood Preservers Bureau. AWPI American Wood Preservers Institute. AWS American Welding Society. DFPA Douglas Fir Plywood Association. IES Illuminating Engineering Society. IMSA International Municipal Signal Association. ITE Institute of Transportation Engineers. . NBFU National Board of Fire Underwriters. NEC National Electrical Code (Published by NBFU). NEMA National Electrical Manufacturers Association. NFPA National Forest Products Association. NIST National Institute of Standards and Technology SFPA Southern Forest Products Association. SPIB Southern Pine Inspection Bureau. UL Underwriters Laboratory, Inc. WWPA Westem Wood Products Association. 1.3. Arterial Highway. A general term denoting a highway primarily for through traffic, usually on a continuous route. 1.4. Bidder. An individual, firm or corporation or any combination thereof submitting a proposal. 1.5. Bridges. Structures of over 20 -foot span measured from face to face of abutments, or in case of copings, from face to face of copings, and multiple span structures of over 20 -foot length, measured between inside of end walls along the centerline of the roadbed. 1.6. Certificate of Insurance. City of Round Rock approved form covering insurance requirements stated in the contract. 1.7. Council. The City Council of Round Rock, Texas. 1.8.' Construction Bulletin C -5. Manual of procedures and requirements for manual welding and submerged arc welding for the fabrication of structural steel. 1.9. Construction Bulletin C -6. , Manual of testing requirements for the qualification of welders for structural and reinforcing steel. 1.10. Construction Bulletin C - Manual of procedures for driving and test loading piling. 1.11. Construction Bulletin C -9. Manual of procedures for constructing and test loading drill shafts. 1.12. Construction Bulletin C -11. Manual of procedures to be followed in the design and control of portland cement concrete. Page 2 of 34 1.13. Construction Bulletin C - 14. Manual of procedures to be followed in the design and control of asphaltic concrete paving mixtures. 1.14. Contract. The agreement between the City and the Contractor covering the furnishing of materials and performance of the work. The contract will include, but not be limited to, the Plans, Standard Specifications incorporated by reference, Special Provisions, Special Specifications, Contract Bonds and Supplemental Agreements. 1.15. Contractor. The individual, firm or corporation or any combination thereof, Party of the Second Part, with which the contract is made by the City. a 1.16. Controlled Access Highway. Any highway to or from which access is denied or controlled, in whole or in part, from or to abutting land or intersecting streets, roads, highways, alleys or other public or private ways. 1.17. Control of Access. The condition where the right to access of owners or occupants of abutting land or other persons in connection with a highway is fully or partially controlled by public authority. (1) Full Control. Full control of access means that the authority to control access is exercised to give preference to through traffic by providing access connections with selected public roads only and by prohibiting crossings at grade or direct private driveway connections. Page 3 of 34 (2) Partial Control. Partial control of access means that the authority to control access is exercised to give preference to through traffic to a degree that, in addition to access connections with selected public roads, there may be some crossings at grade and some private driveway connections. 1.18. County. A political subdivision of the State. 1.19. Culvert. Any structure, other than a bridge, which provides an opening under a roadway for drainage or other purposes. 1.20. Department. The Department of Public Works, City of Round Rock, Texas. 1.21. Departmental Material Specifications. Specifications for various materials published by the Texas Department of Transportation Division of Materials and Tests. 1.22. Engineer. The Director of the Department of Public Works, City of Round Rock., Texas. 1.23. Expressway. A divided arterial highway for through traffic with full or partial control of access and generally with grade separations at intersections. 1.24. Freeway. An expressway with full control of access. 1.25. Frontage Street or Frontage Road. A local street or road auxiliary to and located along an arterial highway for service to abutting property and adjacent areas and for control of access (sometimes known as a Service Road, Access Road or Insulator Road). 1.26. Hazardous Materials/Waste. Hazardous materials/waste include, but are not limited to, such materials as: explosives, compressed gas, flammable liquids, flammable solids, combustible liquids, oxidizers, poisons, radioactive materials, corrosives, etiologic agents and other material classified as hazardous by 40CFR261, or applicable state and federal regulations. 1.27. Highway, Divided. A highway with separate roadways intended to move traffic in opposite directions. 1.28. Highway, Street or Road. General terms denoting a public way for purposes of vehicular travel, including the entire area within the right of way. Recommended usage in urban areas is highway or street; in rural areas, highway or road. 1.29. Inspector. The person assigned by the Engineer to inspect any or all parts of the work and the materials to be used therein. 1.30. Intersection. The area embraced within the prolongation or connection of the lateral curb lines, or, if none, then the lateral boundary lines of the roadways, of two highways which join one another at, or approximately at, right angles; or the area within which vehicles traveling upon different highways joining at any other angle may come in conflict. 1.31. Island. An area within a roadway for which vehicular traffic is intended to be excluded, together with any area at the approach thereto occupied by protective deflecting or warning devices. 1.32. Laboratory. The testing laboratories of the Texas Department of Transportation or any other testing laboratory that may be designated or approved by the Engineer. Page 4 of 34 1.33. Letting Official. The Mayor of the City of Round Rock, Texas or any employee empowered by the Mayor to officially close the receipt of bids at an advertised letting. 1.34. Local Street or Local Road. A street or road primarily for access to residence, business or other abutting property. 1.35. Major Street or Major Highway. An arterial highway with intersections at grade and direct access to abutting property, and on which geometric design and traffic control measures are used to expedite the safe movement of through traffic. 1.36. Manual of Testing Procedures. Texas Department of Transportation Division of Materials and Tests manual outlining testing methods and procedures. - 137. Materials. Definitions of materials and material properties are as found in Test Method Tex - 100 -E, Part I. 1.38. Median. The portion of a divided highway separating the traffic lane(s) in opposite directions. 1.39. Nonresident Bidder. A bidder whose principal place of business is not in Texas; includes a bidder whose ultimate parent company or majority owner does not have its principal place of business in Texas. 1.40. OSHA. Occupational Safety and Health Administration. 1.41. Pavement. That part of the roadway having a constructed surface for the facilitation of vehicular traffic. 1.42. Payment Bond. The security furnished by the Contractor solely for the protection of claimants, as defined by law, supplying labor and materials for the prosecution of the work in accordance with the terms of the contract. 1.43. Performance Bond. The security fumished by the Contractor to guarantee the completion of the work in accordance with the terms of the contract. 1.44. Plans. - The drawings approved by the Engineer, or true reproductions thereof, which show the location, character, dimensions and details of the work and which are a part of the contract. 1.45. Power of Attorney for Surety Bonds. An instrument under corporate seal which appoints an attorney -in -fact to act in behalf of a Surety Company in signing bonds. 1.46. Project. The specific section or sections of the highway together with all appurtenances and construction to be performed thereon under the contract. 1.47. Proposal. The offer of the bidder, made out on the prescribed form, giving unit bid 'prices for performing the work described in the plans and specifications. 1.48. Proposal Guaranty. The security designated in the proposal and furnished by the bidder as a guaranty that the bidder will enter into a contract if awarded the work. 1.49. Ramp. A section of highway over which traffic passes for the primary purpose of making connections with other highways. Page 5 of 34 1.50. Registered Professional Engineer. A person who has been duly licensed and registered by the Texas State Board of Registration for Professional Engineers to engage in the practice of engineering in this state. 1.51. Rental Rate Blue Book for Construction Equipment. Equipment rental rates published by Dataquest (also known as the Rental Rate Blue Book or the Blue Book). 1.52. Right of Way. The land provided for a highway. 1.53. Roadbed. - The graded portion of a highway which is prepared as foundation for the pavement structure and shoulders. On divided highways, the depressed median type and the raised median type highways will be considered to have two roadbeds. Highways with a continuous two - way left turn lane will be considered to have one roadbed. 1.54. Roadway. The portion of the highway within the limits of construction. 1.55. Screens and Sieves. As defined by the ASTM. 1.56. Shoulder. That portion of the roadway contiguous with the traffic lane(s) for accommodation of stopped vehicles for emergency use and/or for lateral support of base and surface courses. 1.57. Special Provisions. Additions and/or revisions to the Standard Specifications or Special Specifications. 1.58. Special Specifications. Supplemental Specifications applicable to the individual project, not covered by the Standard Specifications. 1.59. Specifications. The directions, provisions and requirements referenced or contained herein or in special specifications, supplemented by such special provisions as may be issued or made pertaining to the method and manner of performing the work or to quantities and qualities of materials to be fumished under the contract. Where the phrases such as "or directed by the Engineer ", "or as approved by the Engineer" or "or to the satisfaction of the Engineer" occur, it is to be understood that the directions, orders or instructions to which they relate are within the limitations of and authorized by the contract. Special provisions and special specifications will cove? work pertaining to a particular project and included in the proposal but not covered by the Standard Specifications. Where reference is made to Texas Department of Transportation (TxDOT) Material Specifications, specifications of ASTM, AASHTO or Bulletins and Manuals of TxDOT, it shall be construed to mean the latest standard or tentative' standard in effect on the date of the proposal. Incorporation of subsequent changes to the above documents will be considered by the Engineer in accordance with Item 4, "Scope of Work ", as appropriate. 1.60. City. The City of Round Rock, Texas, Party of the First Part. 1.61. Subgrade. That portion of the roadbed upon which the subbase, base or pavement structure is to be placed. 1.62. Substructure. That part of the structure below the bridge seats or below the springing lines of arches. Parapets, backwalls and wingwalls of abutments shall be considered as parts of the substructure. 1.63. Superintendent. The representative of the Contractor authorized to receive and fulfill instructions from the Engineer, and who shall supervise and direct the construction. 1.64. Superstructure. That part of the structure above the bridge seats or above the springing lines of arches. 1 1 1 1 1 1 1 1+ 1 1 1 1 1 1 1 1 1 1 1 Page 6 of 34 1.65. Supplemental Agreements. Written agreements entered into between the Contractor and the City and approved by the Surety, covering alterations and changes in the contract. 1.66. Surety. The corporate body or bodies authorized to do business in Texas bound with and for the Contractor for the faithful performance of the work covered by the contract and for the payment for all labor and material supplied in the prosecution of the work. 1.67. Temporary Structures. • All temporary bridges, culverts and structures required to maintain traffic during the construction of work. 1.68. TMUTCD. Texas Manual on Uniform Traffic Control Devices for Streets and Highways. 1.69. Traffic Lane. The strip of roadway intended to accommodate the forward movement of a single line of vehicles. 1.70. Traveled Way. The portion of the roadway for the movement of vehicles, exclusive of shoulders and auxiliary lanes. 1.71. The Work. The work shall include the furnishing of all labor, materials, equipment and other incidentals necessary or convenient to the successful completion of the project and the carrying out of all the duties and obligations imposed by the contract. 1.72. Working Day. A working day is defined as a calendar day, not including Saturdays, Sundays, or legal holidays authorized in the list prepared by the Department for contract purposes, in which weather or other conditions not under the control of the Contractor will permit the performance of the principal unit of work underway for a continuous period of not Tess than 7 hours between 7 a.m. and 6 p.m. For every Saturday or legal holiday except the following holidays: January 1st, the last Monday in May, July 4th, the first Monday in September, the fourth Thursday in November and December 25`" on which the Contractor chooses to work, one day will be charged against the contract working time when weather conditions will permit 7 hours of work as delineated above. The principal unit of work shall be that unit which controls the completion time of the contract. Nothing in this Item shall be construed as prohibiting the Contractor from working on Saturdays or legal holidays, except the six listed above, if he so desires. Work on Sunday and on the six legal holidays listed above will not be permitted except in cases of extreme emergency or when the safety of the Contractor's forces and/or the traveling public would be significantly improved, and then only with the written permission of the Engineer. If Sunday work or work on the six legal holidays listed above is permitted, working time will be charged on the same basis as week days. The Engineer may suspend the work and the "Time Charge ", in accordance with Article 8.4, on any holiday, on the day preceding the holiday or on the day following the holiday if the Engineer and the Contractor mutually agree the Contractor should not work. Such suspension shall be based upon (a) past experience as to the volume of holiday traffic that may be expected and (b) the hazard to the traveling public and/or Contractor's employees that project operations would present. 1.73. Work Order. Written notice to the Contractor to begin with the contract work; when applicable, includes the date of beginning of contract. ITEM 2 INSTRUCTIONS TO BIDDERS Page 7 of 34 2.1. Contents of Proposal Forms. Upon written request, bidders will be fumished with a proposal form which will state the location and description of the proposed work, an approximate estimate of the various quantities and kinds of work to be performed or materials to be furnished, a schedule of items for which unit prices are requested and the time within which the work is to be completed. The special provisions and special specifications will be bound in the proposal form. 2.2. Interpretation of Estimates of Quantities. The quantities listed in the proposal form will be considered as approximate and will be used for the comparison of bids. However, payments to the Contractor will be made for the work done in accordance with Item 4, "Scope of Work ", and Item 9, "Measurement and Payment ". 2.3. Examination of Plans, Specifications, Special Provisions and Site of Work. Before submitting a bid, the bidder shall examine carefully the proposal, plans, specifications, special provisions and the form of contract to be entered into for the work contemplated. The bidder shall examine the site of work and satisfy himself as to the conditions which will be encountered relating to the character, quality and quantity of work to be performed and materials to be furnished. The submission of a bid by the bidder shall be conclusive evidence that he has complied with these requirements. Any borings, soil profiles and water elevations shown on the plans were obtained for use of the Department in the preparation of plans and the bidder is hereby cautioned regarding the accuracy of these data. The bidder, in preparing his proposal, shall take cognizance of the difficulty of accurately classifying all material encountered in making foundation investigations, the possible erosion of stream channels and banks after survey data have been obtained and the unreliability of water elevations other than for the date recorded. 2.4. Competency of Bidders. A proposal form for bidding will not be issued unless the bidder shall have filed with the Department, at least 15 days prior to the date upon which bids are to be submitted, an acceptable annual statement of his financial resources and of his experience on similar work. Each bidder must also furnish a statement listing the equipment available for the work being bid upon and such other information as may be called for on forms fumished by the Department. 2.5. Preparation of Proposal. The bidder shall submit his proposal on the form furnished to him by the Department except as provided below. The blank spaces for each item as required in the proposal shall be filled in by writing in words in ink except as provided below. The bidder shall submit a unit price for each item for which a bid is requested (including a zero if appropriate), except in the case of an altemate. In such case, prices must be submitted for the base bid or with the items of one or more of the altemates. A bid item left blank, except in the case of an alternate, will constitute an incomplete bid. The proposal shall be executed with ink in the complete and correct name of the individual, firm, corporation or combination thereof making the proposal and be signed by the person or persons authorized to bind the individual, firm, corporation or combination thereof. Bidders, at their option, in lieu of hand writing in the unit prices in words in ink in the proposal, may submit an original computer printout sheet bearing certification by and signature for the bidding firm. The unit prices shown on acceptable printouts will be the unit prices used to tabulate the bid and used in the contract if awarded by the Council. As a minimum, computer printouts must contain the information and in the arrangement shown on the "Example of Bid Prices Submitted by Computer Printout" form in the proposal. Proposals with unit prices by computer printout will not be read if: 1. The proposal does not bear the certification verbatim, as shown on the example in the proposal. 2. The computer printout is not signed in the name of the firm to whom the proposal was issued. 3. The computer printout omits requ bid items or includes items not shown in the proposal. 4. The proposal issued by the Departrnent is not fully executed as provided above. If the proposal submitted by the bidder contains both the form furnished by the Department, completed Page 8 of 34 according to the instructions, and also a computer printout, completed according to the instructions, only one will be considered. In this situation the unit bid prices shown on the computer printout will be used to determine the bid. 2.6. Rejection of Proposals. Proposals may be rejected if they show any alteration of words or figures, additions not called for, conditional or uncalled for alternate bids, incomplete bids, any alteration of words or figures or erasures not initialed by the person or persons signing the proposal or irregularities of any kind. Any proposal that has one or more of the deficiencies listed below will be considered to be non - responsive and will not be read publicly. 1. The proposal certification is not signed. 2. Proposal guaranty is not a cashier's check or bank money order on a State or National Bank, or a cashier's check on a State or National Savings & Loan Association payable to the order of the City of Round Rock, Texas 3. Proposal guaranty is less than the amount prescribed by the proposal. 4. Proposal is submitted by an unqualified bidder. 5. The computer printout certification for unit bid prices is not signed and unit bid prices have not been entered in designated spaces on bid pages. 6. Bidder did not attend mandatory pre -bid conference. 7. The proposal submitted has too few or too many bid items due to bidder not submitted latest revised version of the proposal. Any proposal found to be non - responsive for one or more of the above deficiencies, after having been read, will be tabulated as Non - responsive. Any proposal found to be missing a unit price for one or more of the required bid items, after having been read, will be tabulated as Incomplete. 2.7. Proposal Guaranty. The proposal shall be accompanied by a proposal guaranty of the character and in the amount as indicated in the proposal and described under Item 1, "Definition of Terms ". The City shall have no rights in and to the proposal guaranty unless the Contractor fails to execute the contract in accordance with Article 3.6. The proposal guaranty submitted with the proposal shall be retumed to the Contractor in accordance with Article 3.3. 2.8. Delivery of Proposal Each completed proposal shall be placed, together with the proposal guaranty, in a sealed envelope so marked as to indicate its contents. Proposals will be received, at the location described in the official advertisement of the project, on or before the hour and date set for the opening thereof and must be in the hands of the Letting Official by that time. 2.9. Revision of Proposal Unit Prices. 1. A request by telephone or telegraph for a change in a unit bid price entered in a proposal will not be considered. Page 9 of 34 2. Bid Price Changes Before Proposal is Submitted. (a) Bid Prices Submitted in Writing in Words in Ink. When a proposal contains unit bid prices handwritten in words in ink for each bid item on the form furnished by the Department, a bidder may change a bid price entered in a proposal before it is submitted by changing the price and initialing the revision in ink. - (b) Bid Prices Submitted by Computer Printout Sheet. When a proposal provides a unit bid price for each item by a computer printout in accordance with Article 2.5, a bidder may change a bid price in the computer printout before the proposal is submitted by changing the price and initialing the revision in ink. 3. Bid Price Changes After Proposal is Submitted. (a) Bid Prices Submitted in Writing in Words in Ink. In cases where the proposal has been submitted, a bidder may change a bid price in his proposal by withdrawing his proposal as provided in Article 2.10, changing the bid price and initialing the revision in ink, and resubmitting his proposal prior to the time set for the opening of proposals. (b) Bid Prices Submitted By Computer Printout Sheet. In cases where the proposal has been submitted, a bidder may change a bid price in his proposal by withdrawing his proposal as provided in Article 2.10, changing the bid price in the computer printout and initialing the revision in ink, and resubmitting his proposal prior to the time set for the opening of proposals. 2.10. Withdrawal of Proposal. A bidder may withdraw his proposal provided his request in writing to do so is in the hands of the Letting Official prior to the time set for opening of proposals. A request by telephone or telegraph for withdrawal of a proposal will not be considered. 2.11. Public Opening of Proposals. Proposals will be opened and read publicly at the time and place indicated in the official advertisement of the project. 2.12. Disqualification of Bidder. More than one proposal involving an individual, firm or corporation or any combination thereof under the same or different names for this work will not be considered. A bidder may, however, submit a proposal as contractor and as a material supplier, subcontractor or both to any one or all other bidders contemplating submitting a proposal for this work, and by so doing will not be liable to disqualification under this specification. The bidder must complete the "Certification of Interest in Other Bid Proposals for this Work" contained in the proposal. Any or all proposals will be rejected if there is reason for believing that collusion exists among the bidders and all participants in such collusion will not be considered in future proposals for the same work. Proposals in which the prices are obviously unbalanced may be rejected. Contracts will be awarded only to responsible bidders. 2.13. Gratuities. Council policy stipulates that Departmental employees cannot accept any benefits, gifts or favors from any person doing business or who reasonably speaking may do business with the Department under this contract. The only exceptions allowed are ordinary business lunches and items approved in advance and in writing by the Mayor. Failure on the part of any Contractor or supplier to honor this policy may result in termination of the contract. In the event of termination of the contract, the provisions of the second, third and fourth paragraphs of Article 8.8 shall govem. ITEM 3 AWARD AND EXECUTION OF CONTRACT 3.1. Consideration of Bids. For the purpose of award, after the proposals are opened and read, the summation of the products of the approximate quantities shown in the proposal and the unit prices bid will be considered the amount of the bid. The summations will then be compared and the results made available to the public. Until the award of the contract is made, the City reserves the right to reject any or all proposals and to waive such technicalities as may be considered to be in the best interest of the City. In determining the amount of the bid as well as computing the amount due for payment of each item under the contract, the City reserves the right to round off all unit bids involving fractional parts of a cent to the nearest one -tenth cent. Zero unit bids will be tabulated as one -tenth cent. 3.2. Award of Contract The a)yard of the contract, if awarded by the Council, will be to the lowest bidder. The award, if made, will be withinp'0days after the opening of the proposal. 3.3. Return of Proposal Guaranty. The proposal guaranty of the lowest bidder may be retained until after the contract has been awarded, executed and bonds made. 3.4. Execution of Contract, Bonds and Certificate of Insurance. Within 15 days after written notification of award of the contract the bidder shall execute and famish to the Council the contract, with (1) a performance bond and a payment bond, with powers of attomeys attached, each in the full amount of the contract price, executed by a surety company or surety companies authorized to execute surety bonds under and in accordance with the laws of the State of Texas, and (2) the Certificate of Insurance showing coverages in accordance with contract requirements. The performance bond and payment bond are to be furnished as a guarantee of the faithful performance of the work and for the protection of the claimants for labor and materials as outlined in Item 1, "Definition of Terms ". When the amount of the contract is 525,000 or less, a performance bond and a payment bond will not be required. 3.5. Execution and Approval of Contract. The contract will be approved and signed under authority of the Council. 3.6. Failure to Execute Contract, Bonds and Certificate of Insurance. Should the bidder to whom the contract is awarded refuse or neglect to execute and file the contract, bonds and Certificate of Insurance within 15 days after written notification of the award of the contract, the proposal guaranty filed with the bid shall become the property of the City, not as a penalty, but as liquidated damages. A bidder who forfeits his proposal guaranty in accordance with this article will not be considered in future proposals for the same work unless there has been a substantial change in the design of the project subsequent to the forfeiture of the proposal guaranty. 3.7. Beginning of Work. The Contractor shall not begin work until authorized by the Engineer in writing to do so. Authorization notification will be by work order. 3.8. Antitrust. The successful bidder, by virtue of signing the contract, assigns to the City any and all claims for overcharges associated with the contract which arise under the antitrust laws of the United States, 15 U.S.C.A., Section 1, et seq. (1973). ITEM 4 SCOPE OF WORK Page 10 of 34 4.1. Intent of Plans and Specifications. The intent of the plans and specifications is to describe the completed work to be performed under the contract. Unless otherwise provided, the Contractor shall famish all materials, supplies, tools, equipment and labor necessary for the proper prosecution and completion of the work. Page 11 of 34 4.2. Significant Changes in the Character of Work. The Engineer reserves the right to make, in writing, at any time during the work, such changes in quantities and such alterations in the work as are necessary to satisfactorily complete the project. Such changes in quantities and alterations shall not invalidate the contract nor release the surety and the Contractor agrees to perform the work as altered. If the alterations or changes in quantities significantly change the character of the work under the contract, whether such alterations or changes are in themselves significant changes to the character of the work or by affecting other work cause such other work to become significantly different in character, an adjustment, excluding anticipated profits, will be made to the contract. The basis for the adjustment shall be agreed upon prior to the performance of the work. If a basis cannot be agreed upon, then an adjustment will be made either for or against the Contractor in such amount as the Engineer may determine to be fair and equitable. If the alterations or changes in quantities do not significantly change the character of the work to be performed under the contract, the altered work will be paid for as provided elsewhere in the contract. The term "significant change" shall be construed to apply only to the fallowing circumstances: a. When the character of the work as altered differs materially in kind or nature from that involved or included in the original proposed construction; or b. When a major item of work, as defined below, is increased in excess of 125 percent or decreased below 75 percent of the original contract quantity. Any allowance for an increase in quantity shall apply only to that portion in excess of 125 percent of original contract item quantity, or in case of a decrease below 75 percent, to the actual amount of work performed. The Contractor shall perform the work as increased or decreased. Payment to the Contractor for contract items will be made for the actual quantities of work done or material furnished at the unit prices set forth in the contract, except as provided in specification items requiring plan quantity payment and except as provided for significant changes in the character of the work. A major item is defined as any individual bid item included in the proposal that has a total cost equal to or greater than five (5) percent of the original contract or $100,000.00, whichever is less. 4.3. Extra Work - Work made necessary by changes and alteration of the plans or for other reasons for which no prices are provided in the contract shall be defined as "Extra Work" and shall be perforated by the Contractor in accordance with appropriate specifications and as directed. However, before any extra work is begun, a "Supplemental Agreement" shall be executed or a written order shall be issued by the Engineer to do the work on a "Force Account" basis, as provided under Article 9.4. , 4.4. Claims and Disputes. In the event that the Contractor requests additional compensation for work not clearly covered in the contract, the Contractor shall notify the Engineer in writing of his intention to make a claim for additional compensation before beginning such work, once he has knowledge, or during the initial stages of such work. An assessment of damages is not required to be a part of this notice but is desirable. If such notice is not given and the Engineer is not provided an opportunity to keep an accurate account of the actual cost of the work in question, then the Contractor waives his right to file a claim for such work, unless the c are such that the Contractor could not reasonably have knowledge of the additional cost prior to the performance of the work. Notice of claim by the Contractor and the documentation of the cost of the work by the Engineer shall not be construed as proof or substantiation of the validity of said claim. Every effort will be made to resolve this dispute at the project level; however, in the event that it is not resolved, the Contractor may file a formal claim with the City Engineer to be forwarded to the proper officials in accordance with the Department's Administrative Procedures. Page 12 of 34 In the event that a claim for delay damages is filed by the Contractor, a notice of claim as stated above will be required as soon as the delay is evident. If the delay claim is substantiated by the Department, the Contractor's standby equipment costs will be limited as follows: a. Standby costs will not be allowed during periods when the equipment would have otherwise been in an idle status; • b. No more than eight (8) hours of standby will be paid during a 24 hour day, nor more than 40 hours per week, nor more than 176 hours per month; and c. Standby will be paid at 50 percent of the rental rates found in the Rental Rate Blue Book for Construction Equipment and calculated by dividing the monthly rate by 176 and multiplying by the regional adjustment factor and the rate adjustment factor. Operating costs will not be allowed. 4.5. Maintenance of Detours and Existing Facilities. The Contractor shall do such work as may be necessary to provide and maintain detours and facilities for safe public travel in accordance with the Traffic Control Plan and these specifications. There shall be provided and maintained in passable condition, as specified under Articles 7.7 and 7.8, such temporary roads and structures as may be necessary to accommodate public travel. Temporary approaches and crossings of intersecting highways shall be provided and maintained in a safe and passable condition by the Contractor at his expense. The Contractor will be responsible for the cost of normal maintenance of detours constructed under this contract. Any maintenance required to repair deterioration of the pavement structure due to faulty design will be at the expense of the Department. If, in the opinion of the Engineer, the above requirements are not complied with, the Engineer may do such work as he may consider necessary; however, this shall not change the legal responsibilities set forth in this Item. The expense for such work will be borne by the Contractor and the cost thereof shall be deducted from any moneys due the Contractor or to become due to the Contractor. ' The City will be responsible for the cost of maintenance of existing streets, roadways or traffic control devices that are required to be used for detours or handling traffic, regardless of whether they are within or outside the project limits. Other existing streets, roadways or traffic control devices which are damaged by the Contractor's operations will be maintained and repaired by the Contractor at his expense. 4.6. Use of Materials Found on the Right of Way. The Contractor may use in the work any suitable stone, gravel or sand found in the "Excavation" and will be paid for the excavation of such materials at the contract price bid. He shall, however, at his own expense replace with other suitable materials the materials so removed and which were intended for use in embankments, backfills, approaches or elsewhere. No charge for materials so used will be made against the Contractor. The Contractor shall not excavate nor remove any material from within the highway which is not within the excavation, as indicated by the slope and grade lines, without written authorization from the Engineer. 4.7. Final Clean Up. Upon completion of the work and before acceptance and final payment is made, the Contractor shall clean, remove rubbish and temporary structures from the highway, restore in an acceptable manner all property which has been damaged during the prosecution of the work and leave the site of the work in a neat and presentable condition throughout. Upon the completion of any structure, all excess materials, cofferdams, construction buildings, temporary structures and debris resulting from construction shall be removed. Where work is in a stream, all debris shall be removed to the ground line of the bed of the stream and the stream channels and highway left unobstructed and in a neat and presentable condition. All structures shall be cleaned to the flow line or the elevation of the outfall channel, whichever is higher. Materials cleared from the highway and deposited on property adjacent thereto will not be considered as a satisfactory method of disposal, unless approved by the Engineer. No direct compensation will be allowed for final clean up work, as such work is considered subsidiary to the various bid items of the contract. Working Drawings For Requires Registered Professional Engineers' Signing Sealing & Dating Requires Approval 1. Alternate or Optional Designs submitted by Contractor Yes Yes 2. Supplementary fabrication and shop drawings for structural items - No — unless Required on the plans See applicable item 3. Contractor proposed temporary facilities, that affect the public safety, not included on the plans Yes Yes 4. Form details for: a) Bridges, retaining walls and other major structures Yes — unless Otherwise shown on the plans Yes b) Minor Structures No - unless otherwise shown on the plans No - unless otherwise shown on the plans 5. Erection Drawings Yes Yes 6. Contractor proposed major modifications to traffic control plan Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ITEM 5 CONTROL OF THE WORK Page 13 of 34 5.1. Authority of Engineer. The work will be observed, tested and inspected by the Engineer in accordance with the contract, plans and specifications. The Engineer will decide all questions which may arise as to the quality or acceptability of materials furnished and work performed; the manner of performance and rate of progress of the work; the interpretations of the plans and specifications and the acceptable fulfillment of the contract on the part of the Contractor. His decisions will be final and he will have executive authority to enforce and make effective such decisions and orders as the Contractor fails to carry out promptly. 5.2. Engineer as Referee. The Engineer will act as referee in all questions arising under the terms of the contract between the parties thereto and his decisions shall be final and binding. 5.3. Plans and Working Drawings. The plans will show in detail the work to be accomplished under the contract. When working drawings are required, they shall be furnished by the Contractor in a timely manner and approved by the Engineer prior to the beginning of the work involved. Working drawings shall be signed, sealed and dated by a Registered Professional Engineer as indicated below: These working drawings shall be in standard English units and shall be in the English language. Authorized alterations will be approved by endorsement on the plans or shown on supplementary sheets. The approval by the Engineer of the Contractor's working drawings will not relieve the Contractor of any responsibility under the contract. Full compensation for furnishing all working drawings shall be considered as included in the price paid for the contract item of work to which such drawings relate and no additional compensation will be allowed. Page 14 of 34 It is the responsibility of the Contractor to verify all quantities of materials shown on the plans before ordering same, as payment is provided for acceptable materials complete in place. The Contractor will not be paid for material rejected due to improper fabrication, excess quantity or for any other reasons within his control. 5.4. Conformity with Plans, Specifications and Special Provisions. All work performed and all materials fiunished shall be in reasonably close conformity with the lines, grades, cross sections, dimensions, details, gradations, physical and chemical characteristics of materials in accordance with tolerances shown on the plans or indicated in the specifications and special provisions. The Limits establishing reasonably close conformity will be as defined in the respective items of the contract or if not defined, as determined by the Engineer. In the event the Engineer finds that the work performed or the materials used are not within reasonably close conformity with the plans, specifications and special provisions, the affected material or product shall be removed and replaced or otherwise satisfactorily corrected by and at the expense of the Contractor. Any deviations from the plans and approved working drawings will be made only with the approval of the Engineer. 5.5. Coordination of Plans, Specifications and Special Provisions. The specifications accompanying plans, special provisions and supplemental agreements are essential parts of the contract and a requirement occurring in one is as binding as though occurring in all. They are intended to be cooperative and to describe and provide for a complete work. In cases of disagreement, figured dimensions shall govem over scaled dimensions, plans shall govern over standard and special specifications, and special provisions shall govem over both standard and special specifications and plans. 5.6. Cooperation of Contractor. The Contractor will be supplied with four (4) copies of the plans, specifications and special provisions and he shall have one (1) copy of each available on the project at all times. He shall give the work his constant attention to facilitate the progress thereof and shall cooperate with the Engineer in every way possible. The Contractor shall designate, to the Engineer in writing, the name of a Superintendent, employed by the firm, regardless of how much of the work may be sublet. The Superintendent shall be cooperative, responsible and competent, English speaking, authorized to receive orders and to act for the Contractor. The Superintendent will be available at all times. In the event a competent superintendent is not available, the Engineer may suspend work until one is available. 5.7. Construction Stakes. Unless otherwise shown on the plans, Method A below shall be used. (a) Method A. The Engineer will furnish the Contractor control points for determining lines and grades at intervals not to exceed 1500 feet, near each major structure and at alignment changes throughout the project. From the control points established by the Engineer, the Contractor shall establish and be responsible for the correctness of alignment, elevation and position of all construction required by the contract. As a minimum, construction stakes shall be placed at intervals of 100 feet. In the event that the Contractor's personnel are unable to construct an item of work to the tolerances allowed in the specifications with construction stakes at 100 foot intervals, then the stakes shall be placed at closer intervals as directed by the Engineer. The Contractor shall provide a qualified and experienced work force to perform this work. He shall keep the Engineer informed a reasonable time in advance of the time and place he intends to work, in order that measurements may be made as necessary for the record and for determination of pay quantities. The Engineer may, at his option, make spot or complete checks on all construction alignment and grades to determine the accuracy of the Contractor's survey work. These checks, however, will not relieve the Contractor of his responsibility of constructing the work to the positions and elevations as shown on the plans or approved changes. The Contractor shall furnish all stakes and other materials necessary to preserve control points for alignment and grade. Page 15 of 34 After the project is let to contract, the Department will furnish the Contractor, at no cost, with two (2) copies of the earthwork cross sections (when available) and two (2) copies of the computer printouts of the "Design Cross Section List" (when available). Other computations, sketches and drawings used m the design and layout of this project will also be made available to the Contractor, but these items will not relieve the Contractor of his responsibility as set out above. The Contractor will be held responsible for the preservation of all control points established by the Engineer and If in the opinion of the Engineer, any of the stakes or bench marks have been carelessly or willfully destroyed or disturbed by the Contractor, they shall be replaced by the Contractor or the cost of replacement will be charged against the Contractor and deducted from any moneys due or to become due the Contractor. No direct payment will be made for this work, but the cost of all labor, equipment and supplies necessary to perform the work shall be considered subsidiary to the various bid items of the contract. (b) Method B. The Engineer shall be responsible for setting construction stakes necessary for establishing the correctness of alignment, elevation and position of all construction required by the contract. These stakes will be set sufficiently in advance of the work to avoid delay. The Contractor shall furnish, at his expense, additional stakes and other materials and templates necessary for marking and maintaining points and lines. The Contractor will be held responsible for the preservation of all stakes and marks, and if, in the opinion of the Engineer, any of the stakes or marks have been carelessly or willfully destroyed or disturbed by the Contractor, the cost of replacement will be deducted from any moneys due or to become due the Contractor. 5.8. Authority and Duties of Inspectors. Inspectors will be authorized to inspect all work done and all materials furnished. Such inspection may extend to all or to any part of the work and to the preparation or manufacture of the materials to be used. An Inspector will be assigned to the work by the Engineer and will report to the Engineer as to the progress of the work and the manner in which the work is being performed; also to report whenever it appears that the materials famished and the work performed by the Contractor fail to fulfill the requirements of the specifications and contract and to call the attention of the Contractor to any such failure or other infringement. Such inspection will not relieve the Contractor from any obligation to perform the work in accordance with the requirements of the specifications. In case of any dispute arising between the Contractor and the Inspector as to materials furnished or the manner of performing the work, the Inspector will have the authority to reject materials or suspend work on the operation or materials in dispute until the question at issue can be referred to and decided by the Engineer. The Inspector will not be authorized to revoke, alter, enlarge or release any requirement of these specifications, nor to approve or accept any portion of work, nor to issue instructions contrary to the plans and specifications. The Inspector will in no case act as foreman or perform other duties for the Contractor nor interfere with the management of the work. 5.9. Inspection. The Contractor shall famish the Engineer safe access to the work during construction and with every reasonable facility for ascertaining whether or not the work as performed is in accordance with the requirements of the contract. If the Engineer so requests, the Contractor shall, at any time before acceptance of the work, remove or uncover portions of the finished work as may be directed. After examination, the Contractor shall restore said portion of the work to the standard required by the specifications. Should the work thus exposed or examined prove acceptable, the uncovering or removing and replacing of the covering or making good of the parts removed will be performed in accordance with Article 4.3; but should the work so exposed or examined prove unacceptable, the uncovering or removing and the replacing of the covering or making good of the parts removed shall be at the Contractor's expense. No work shall be done nor materials used without suitable supervision or inspection. Page 16 of 34 5.10. Federal Inspection. When the United States Government is to pay a portion of the cost of the work covered by the contract, the work will be subject to inspection by United States Government representatives. Such inspection will in no sense make the United States Government a party to the contract. 5.11. Removal of Defective and Unauthorized Work. All work which has been rejected as being in nonconformance with the plans and specifications shall be remedied or removed and replaced in an acceptable manner by the Contractor at his expense. Work done beyond the lines and grades given or as shown on the plans, except as herein provided, or any extra work done without written authority will be considered as unauthorized and done at the expense of the Contractor and will not be paid for. Work so done may be ordered removed at the Contractor's expense. Upon failure on the part of the Contractor to comply with any order of the Engineer made under the provisions of this paragraph, the Engineer will have authority to cause defective work to be remedied or removed and replaced and unauthorized work to be removed and the cost thereof may be deducted from any moneys due or to become due to the Contractor. 5.12. Final Inspection. Whenever the work provided for in, and contemplated under, the contract has been satisfactorily completed (with the exception of any performance periods) and the final clean up performed, the Engineer in charge of the work will notify the Engineer authorized to accept same to make the "Final Inspection ". Such inspection will be made as soon as possible, but not longer than ten (10) days after such notification. After such final inspection, if the work is found to be satisfactory (with the exception of any performance periods), the Contractor will be notified in writing of the acceptance of same. No time charge will be made against the Contractor between said date of notification, by the Engineer in charge, and the date of final inspection of the work. The "Final Acceptance" will not release the Contractor from responsibility for all items, materials or equipment requiring performance test periods or fmal measurements unless otherwise shown in the contract. ITEM 6 CONTROL OF MATERIALS 6.1. Sources of Supply and Quality of Materials. The source of supply of each of the materials shall be approved by the Engineer before delivery is started and at the option of the Engineer, may be sampled and tested for determining compliance with the governing specifications by the Engineer before delivery is started. If it is found after trial that sources of supply previously approved do not produce uniform and satisfactory products, or if the product from any source proves unacceptable at any time, the Contractor shall furnish materials from other approved sources. Only materials conforming to the requirements of these specifications and approved by the Engineer shall be used in the work. All materials being used are subject to inspection or test at any time during preparation or use. Any material which has been tested and accepted at the source of supply may be subjected to a check test after delivery and all materials which, when retested, do not meet the requirements of the specifications, will be rejected. No material which, after approval, has in any way become unfit for use shall be used in the work. If, for any reason, the Contractor selects a material which is approved for use by the Engineer by sampling and testing or other means, and then decides to change to a different material requiring additional sampling and testing for approval, the expense for such sampling and testing may be deducted from any moneys due or to become due to the Contractor. Page 17 of 34 If the normal trade practice for manufacturers is to furnish warranties or guarantees for the materials and equipment specified herein, the Contractor shall turn the guarantees and warranties over to the Engineer for potential dealing with the manufacturers. The extent of such warranties or guarantees will not be a factor in selecting the successful bidder. All manufacturing processes for steel or iron materials or for applying a coating to steel or iron materials (coating includes epoxy coating, galvanizing, painting and any other coating that protects or enhances the value of the steel or iron material) incorporated into the finished project must occur in the United States except: (I) The requirements do not prevent a minimal use of foreign materials, if the cost of such materials used does not exceed one -tenth of one percent (0.1 percent) of the total contract cost or $2,500, whichever is greater. (2) When shown on the plans, steel or iron products or application of a coating to steel or iron materials (coating includes epoxy coating, galvanizing, painting and any other coating that protects or enhances the value of the steel or iron material) will have alternate bid items for foreign materials. When alternate bid items are shown, the Bidder's attention is directed to Articles 2.5. and 3.2., of the Special Provisions to Items 2 and 3, respectively. All manufacturing processes are defined as all processes required to change the raw ore or scrap metal into the fmished, in -place steel product. The Contractor shall furnish, to the Engineer, certified mill test reports on the base metal and producer's certifications on all subsequent manufacturing processes stating compliance with the applicable specification(s) and that all manufacturing processes occurred in the United States. Producer's certifications shall bear the notarized signature of a responsible authorized representative of the producer. 6.2. Samples and Tests. All materials, before being incorporated in the work, shall be inspected, tested and approved by the Engineer, and any work in which materials are used without prior test and approval or written permission of the Engineer may be ordered removed and replaced at the Contractor's expense. Sampling and testing of all materials proposed to be used will be made by the Engineer. The selection of the method of test will be designated by the Department. Where tests are required, other than those made in the laboratory, for the purpose of control in the manufacture of a construction item, the Contractor shall be required to furnish such facilities and equipment as may be necessary to perform the tests and inspection'and shall be responsible for calibration of all test equipment required. When requested, the Contractor shall furnish a complete written statement of the origin, composition and/or manufacture of any or all materials that are to be used in the work. If the Contractor chooses to use materials or products requiring inspection and approval at the point of manufacture or source, and such inspection will require abnormal expense, i.e., out of the contiguous forty -eight United States, the additional expense of such inspection over the normal cost of such services will be borne by the Contractor and will be deducted from any moneys due or to become due to the Contractor. 6.3. Plant Inspection. If the volume of the work, construction progress and other considerations warrant, the Engineer may undertake the inspection of materials at the source. It is understood, however, that no obligation is assumed to inspect materials in that manner. Plant inspection will be undertaken only upon condition that: (I) The cooperation and assistance of the Contractor and the producer with whom he has contracted for materials is assured; (2) The representative of the Engineer shall have full entry at all times to such parts of the plant as may concern the manufacture or production of the materials ordered; (3) When required by the Engineer, the material producer shall furnish an approved weatherproof building for the use of the Inspector. The building shall be constructed or furnished near the plant, at a location acceptable to the Engineer and may be either an independent structure or, if a portion of the Page 18 of 34 structure is used by the material producer, the Department office or laboratory area shall not interconnect with material producer utilized rooms. Access to the office or laboratory shall be by direct outside entrance, controlled by the Engineer. The building shall be adequately lighted, heated, air conditioned and ventilated. Adequate rest room facilities shall be provided; (4) The Contractor shall be responsible for furnishing and calibrating scales, measures and/or other equipment as may be required by the Engineer for the inspection of materials; (5) In those cases where inspection of any item is requested for periods other than daylight hours, the inspection shall be provided under the following conditions: (a) Continuous production of materials for Departmental use is necessary due to the production volume being handled by the plant; (b) The lighting provided by the plant is approved by the Engineer to be adequate to allow satisfactory inspection of the material being produced; and (6) Materials produced under Department inspection shall be for Department use only unless released in writing by the Engineer. ' 6.4. Pretested Materials. Subject to conditions established in a written agreement between a supplier and the Director of Materials and Tests, pretested and approved materials may be incorporated into the work. 6.5. Storage of Materials. Materials shall be so stored as to insure the preservation of quality and fitness for the work. When considered necessary by the Engineer, the materials shall be placed on wooden platforms or other hard, clean surfaces and not on the ground. The materials shall be placed under cover when so directed. Stored materials shall be so located as to facilitate prompt inspection. When approved by the Director of Materials and Tests, selected materials or products may be pretested and approved for use, provided they are stored in an area meeting the requirements set forth by the Director of Materials and Tests. 6.6. Defective Materials. All materials not conforming to the requirements of these specifications will be rejected and shall be removed immediately from the site of the work unless permitted to remain by the Engineer. Rejected materials, the defects of which have been subsequently corrected, shall have the status of new material. Upon refusal on the - part of the Contractor to comply with any order of the Engineer made under the provisions of this Item, the Engineer will have authority to remove and replace defective material and to deduct the cost of removal and replacement from any moneys due or to become due to the Contractor. 6.7. Hauling of Divisible Materials Paid for by Weight or Truck Measure. Any vehicle, truck, truck- tractor, trailer or semi - trailer or combination of such vehicles, when used to deliver materials to a project, shall comply with the State laws concerning the legal gross and axle weights. If the vehicle or combination has a valid yearly overweight tolerance permit which allows small percentages over legal gross and axle weights, such tolerance is also applicable to delivery of materials to a project. However, such tolerance is not applicable to the Interstate System of Highways. The Contractor shall provide to the Engineer, upon demand, all copies of the yearly overweight tolerance permits for any vehicle to be used to deliver materials to a project. The Contractor shall request, m writing to the Engineer, permission to haul overweight divisible loads within the limits of a project for hauling routes on which the traveling public is excluded. If, after evaluation by the Department, no damage or overstresses in excess of those normally allowed for overweight loads will result to roadbeds or structures which will continue in use after project completion, permission will be granted. When hauling overweight divisible loads within the limits of a project which exceed the legal loads allowed by State law, including yearly overweight tolerance permit, the loads must be hauled such that only a single vehicle is on any span or continuous unit at one time. Barricades, fences, or other positive method shall be Page 19 of 34 used to prevent other vehicles from access to any bridge at the time the overweight divisible load is on any span or continuous unit which is being used as part of a haul route. When divisible loads are hauled such that the haul route is accessible to the traveling public, and haul tickets are issued and used for payment purposes, the net weight of the load for acceptance purposes under this Item shall be as follows: (1) If the gross vehicle weight is less than the maximum allowed by State law, including any applicable yearly overweight tolerance permit, the net weight of the load shall be determined by deducting the tare weight of the vehicle from the gross weight. (2) If the gross vehicle weight is more than the maximum allowed by State law, including any applicable yearly overweight tolerance permit, the net weight of the load shall be determined by deducting the tare weight of the vehicle from the maximum gross weight allowed. When divisible loads are hauled such that the haul route is not accessible to the traveling public, advance permission is obtained in writing from the Engineer, and haul tickets are issued and used for payment purposes, then the net weight of the load for acceptance purposes under this Item shall be as follows: (3) If the gross vehicle weight is less than the maximum overweight allowed by advance written permission from the Engineer, the net weight of the load shall be determined by deducting the tare weight of the vehicle from the gross weight. (4) If the gross vehicle weight is more than the maximum overweight allowed by advance written permission from the Engineer, the net weight of the load shall be determined by deducting the tare weight of the vehicle from the maximum overweight allowed. Continued overloading in excess of the maximums described in (2) and (4) above will be grounds for rejection of such load and/or suspending hauling operations until the Engineer is satisfied that only loads not exceeding the maximums are hauled. Any bridges which are load posted, which will remain in service by the traveling public during or after the completion of the project, that are proposed to be used as a portion of a haul route, will be evaluated by the Department for structural capability to handle the proposed hauling loads. These bridges will be subject to the same maximum stress limitations as would any non -load posted bridge. The Contractor shall furnish a certified tabulation of measurements, tare weights and allowable legal gross weight calculations for all trucks, etc., prior to their use on the project. Each truck shall be identified by a permanent and plainly legible number located on the truck and on the bed of the truck and/or trailer. When the specifications establish measurement of and payment for materials by truck measurement, the Engineer may require the weighing of the various types of loaded vehicles used by the Contractor to transport the material. This weight will be used to determine the maximum volume of the material being hauled that each type of vehicle may transport. The cost of such weighing shall be considered subsidiary to the pertinent • bid item. The above requirements are applicable to vehicles hauling materials over existing roadbeds and structures within the project limits where the roadbeds or structures will continue in use after project completion, except as controlled by specifications and special provisions in the contract. The requirements do not apply to the transportation of materials from a borrow or base source, concrete plant, asphalt plant, etc., where the haul route does not require travel over public roads outside the project limits or existing roadbeds or structures within the project limits that will continue in use after project completion. 6.8. Construction Traffic on Structures. Construction traffic on existing bridges and culverts outside the limits of a project shall be subject to the same maximum size and weight limitations as any other vehicle which has no connection to the project. Overweight permit requests shall be handled through normal methods for all non - divisible loads delivering materials to the project. Page 20 of 34 Construction traffic on bridges and culverts within the limits of a project, including any structures under construction, which will remain in service by the traveling public during or after the completion of the project, shall be subject to the same size and weight limitations as structures outside the limits of the project. Construction equipment and vehicles which exceed size and weight limitations, including applicable yearly overweight tolerance permits, may be authorized to cross structures provided the Contractor requests, in writing to the Engineer, permission to move such construction equipment across structures within the project limits. If, after evaluation by the Department, no damage or overstresses in excess of those normally allowed for overweight loads will result to roadbeds or structures which will continue in use after project completion, permission may be granted. These same provisions shall apply to any load posted highway or bridge. - Where a detour is not readily available or economically feasible to use, an occasional crossing of a structure outside the project limits with overweight equipment may be allowed for relocating equipment only, but not for hauling divisible material, provided a structural analysis of the structure using the exact equipment in question indicates that no damage or overstresses in excess of those normally allowed for overweight loads will result to roadbeds or structures which will continue in use after project completion. This structural analysis will be performed by the Department, or at the option of the Contractor, a structural analysis shall be prepared by a Registered Professional Engineer, using the exact equipment in question. When the Department performs the structural analysis, the Contractor shall notify the Department, in writing, sufficiently in advance of the anticipated crossing and the Contractor shall furnish the manufacturer's certificate of equipment weight, including the weight distribution on the various axles and including any additional parts such as counterweights. Temporary matting and/or other requirements may be imposed by the Engineer when an occasional crossing is allowed. The Contractor shall be responsible for protection of existing bridges and other structures which will remain in use by the traveling public during and after the completion of the project. Any such structure damaged by the use of construction equipment shall be restored to its original condition or replaced by the Contractor. Additional temporary fill may be required by the Engineer for protection of certain structures. 6.9. Construction Loads on Structures. Construction loads on structures which will remain in service by the traveling public during or after completion of the project, for the purpose of performing construction operations, such as cranes erecting beams in adjacent spans, may be allowed if necessary. Prior to any operation which may require placement of such equipment of a bridge, the Contractor shall prepare and submit for approval detailed erection analyses, prepared by a Registered Professional Engineer. The erection analyses shall include all axle loads, tire loads, outrigger placements, center of gravity, equipment weight, and predicted loads on such tires and/or outrigger for all planned movements, swings, or boom reaches. The Department will make available to the Contractor any available plans and material reports for the existing structure. The analyses shall demonstrate that no overstresses will occur in excess of those normally allowed for occasional overweight loads. ITEM 7 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 7.1. Laws to be Observed. The Contractor shall be familiar with and at all times shall observe and comply with all Federal, State and local laws, ordinances and regulations which in any manner affect the conduct of the work and shall indemnify and save harmless the City and its representatives against any claim arising from the violation of any such law, ordinance or regulation, whether by himself or by his employees. It is specifically agreed between the parties executing this contract that it is not intended by any of the provisions of any part of the contract to create the public or any member thereof a third party beneficiary hereunder, or to authorize anyone not a party to this contract to maintain a suit for personal injuries or property damage pursuant to the terms or provisions of this contract. The duties, obligations and responsibilities of the parties to this contract with respect to third parties shall remain as imposed by law. 7.2. Permits, Licenses and Taxes. Except as specified in Articles 7.18, 7.19 and 7.20, the Contractor shall procure all permits and licenses, pay all charges, fees and taxes and give all notices necessary and incident to the due and lawful prosecution of the work. Contractors performing work in accordance with plans and specifications previously approved by a City will not be required to comply with the provisions and requirements of that City's Electrical Ordinance. 7.3. Patented Devices, Materials and Processes. If the Contractor is required or desires to use any design, device, material or process covered by letters of patent or copyright, he shall provide for such use by suitable agreement with the patentee or owner. The Contractor and the surety shall indemnify and save harmless the City from any and all claims for infringement by reason of the use of any patented design, device, materials or - process, or any trademark or copyright used in connection with the work and they shall indemnify the City against any costs, expenses, or damages which it may be obliged to pay, by reason of such infringement, at any time during the prosecution or after the completion of the work. 7.4. Insurance. As specified in Article 3.4 and prior to the beginning of work, the Contractor shall provide the Department with the Department's Certificate of Insurance covering the below listed insurance coverages: A. Workers' Compensation Insurance Amount - Statutory B. Comprehensive General Liability Insurance Amounts - Bodily Injury Property Damage or Commercial General Liability Insurance Amount - $500,000 each occurrence $100,000 each occurrence $100,000 for aggregate $600,000 combined single limit Page 21 of 34 C. Comprehensive Automobile Liability Insurance or Texas Business Auto Policy Amounts — Bodily Injury $250,000 each person $500,000 each occurrence Property Damage $100,000 each occurrence This insurance shall be kept in force until the work described in this contract has been completed and accepted by the Department. If for any reason insurance coverage is not kept in force, all work will be stopped until an acceptable Certificate of Insurance is provided the Department. The City shall be included as an "Additional Insured" by Endorsement to policies issued for coverages listed in B and C above. A "Waiver of Subrogation Endorsement" in favor of the City shall be a part of each policy for coverages listed in A, B and C above. The Contractor shall be responsible for any deductions stated in the policy. The Contractor also shall provide the Department a written certification that the Contractor is providing workers' compensation insurance coverage for all employees of the Contractor employed on the project. A subcontractor shall provide a written certification to the Contractor that the subcontractor is providing workers' compensation insurance coverage for all employees of the subcontractor employed on the project, and the Contractor shall provide the Department written certification to this effect. However, when the Contractor and the subcontractor agree in writing for the Contractor to provide workers' compensation insurance coverage for all employees of the Contractor and subcontractor employed on the project, the Contractor shall provide a copy of said agreement to the Contractor's workers' compensation insurance carrier within 10 days of execution, and provide a written certification of said agreement to the Department. Page 22 of 34 7.5. Restoration of Surfaces Opened by Permit. The Contractor shall not allow any party to make an opening in the highway unless a duly authorized permit signed by the Engineer is presented. Until the acceptance of the work, the Contractor shall make all necessary repairs in the roadway where openings have been made by due authority. Such repair work will be performed in accordance with Article 4.3. 7.6. Sanitary Provisions. The Contractor shall, at his entire expense, provide and maintain in a neat, sanitary condition such accommodations for the use of his employees as may be necessary to comply with the requirements and regulations of the Texas Department of Health or of other authorities having jurisdiction. 7.7. Public Safety and Convenience. The safety of the public and the convenience of traffic shall be regarded as of prime importance. Unless otherwise shown on plans or except as herein provided, all portions of the highway shall be kept open to traffic. It shall be the entire responsibility of the Contractor to provide for traffic along and across the highway, as well as for ingress and egress to adjacent property, in accordance with the traffic control plan and detours as shown on the plans and in the specifications for the project or as directed/approved by the Engineer. The Contractor shall plan and execute his operations in a manner that will cause the minimum interference with traffic. The Contractor shall secure the Engineers approval of his proposed plan of operation and sequence of work. If at any time during construction the approved plan does not accomplish the intended purpose due to weather or other conditions affecting the safe handling of traffic, the Contractor shall immediately make necessary changes as directed/approved by the Engineer therein to correct the unsatisfactory conditions. During construction of proposed structures, unless otherwise shown on the plans, the Contractor will construct and maintain detours and temporary structures as designed by or directed by the Engineer. Unless otherwise provided on the plans, the cost of constructing such temporary detours will be paid for in accordance with Article 4.3. At all times, all equipment not in use shall be stored in such manner and at such locations as not to interfere with the safe passage of traffic. The Contractor shall provide and maintain flaggers at such points and for such periods of time as may be required to provide for the safety and convenience of public travel and Contractor's personnel, and as directed by the Engineer. Flaggers shall be English speaking, courteous, well informed, physically and mentally able to effectually perform their duties in safeguarding and d traffic and protecting the work, and shall be neatly attired and groomed at all times when on duty. When directing traffic, flaggers shall use standard attire, flags and signals and shall follow the flagging procedures set forth in the TMUTCD. If, in the opinion of the Engineer, any of the above requirements are not complied with, the Engineer may do such work as he may consider necessary; however, this shall not change the legal responsibilities set forth in this Item. The expense for such work will be bome by the Contractor and the cost thereof shall be deducted from any moneys due or to become due to the Contractor. 7.8. Barricades and Danger, Warning and Detour Signs and Traffic Handling. The Contractor shall have the sole responsibility for providing, installing, moving, replacing, maintaining, cleaning and removing upon completion of work all barricades, warning signs, barriers, cones, lights, signals and other such type devices and of handling traffic as shown on the plans or as directed/approved by the Engineer. All barricades, warning signs, barriers, cones, lights, signals and other such type devices shall conform to details shown on the plans or those indicated in the TMUTCD. The Contractor may provide special signs not covered by the plans to protect the traveling public against special conditions or hazards, provided, however, that such signs are first approved by the Engineer. Upon completion of the work, all barricades, warning signs, barriers, cones, lights, signals and other such type devices and evidence thereof shall be removed by the Contractor. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page 23 of 34 lf, in the opinion of the Engineer, any of the above requ are not complied with, the Engineer may do such work as he may consider necessary to fulfill these requirements; however, this shall not change the legal responsibilities set forth in this Item. The expense for such work will be borne by the Contractor and the cost thereof shall be deducted from any moneys due the Contractor or to become due to the Contractor. 7.9. Use of Explosives. When the use of explosives is necessary for the prosecution of the work, the Contractor shall use the utmost care not to endanger life or property. All explosives shall be stored in a secure manner and all storage places shall be marked clearly "DANGEROUS - EXPLOSIVES ". The method of storing and handling explosives and highly flammable materials shall conform with Federal, State and local laws, ordinances and regulations. In advance of doing any blasting work involving the use of electric blasting caps within 200 feet of any railroad track, the Contractor shall give at least 48 hours advance notice to the nearest Roadmaster. 7.10. Protection of Adjoining Property. The Contractor shall take proper measures to protect the adjacent or adjoining property which might be injured by any process of construction, and, in case of any injury or damage resulting from any act or omission on the part of or on behalf of the Contractor, he shall restore at his own expense the damaged property to a condition similar or equal to that existing before such injury or damage was done, or he shall make good such injury or damage in an acceptable manner. 7.11. Responsibility for Damage Claims. The Contractor agrees to indemnify and save harmless the City, its agents and employees from all suits, action or claims and from all liability and damages for any and all injuries or damages sustained by any person or property in consequence of any neglect in the performance of the contract by the Contractor and from any claims or amounts arising or recovered under the "Workers' Compensation Laws"; Chapter 101, Texas Civil Practice and Remedies Code (Texas Tort Claims Act) or any other laws. He shall further so indemnify and be responsible for all damages or injury to property of any character occurring during the prosecution of the work resulting from any act, omission, neglect or misconduct on his part in the manner or method of executing the work; or from failure to properly execute the work; or from defective work or materials. The Contractor's attention is directed to the fact that pipelines and tither underground installations as may or may not be shown on the plans may be located within the right -of -way. The locations shown on the plans have been taken from the best available information. The Contractor shall save the City harmless from any and all suits or claims resulting from damage by his operations to any pipeline or underground installation. In addition, the Contractor shall submit, at the pre- construction conference, his scheduled sequence of work to the respective utility owners so that any necessary adjustments of their utilities that conflict with the proposed work may be coordinated and scheduled. 7.12. Contractor's Responsibility for Work. Until final written acceptance of the project by the Engineer, the Contractor shall have the charge and care thereof and shall take every precaution against injury or damage to any part thereof by the action of the elements or from any other cause, whether arising from the execution or from the nonexecution of the work. The Contractor shall rebuild, repair, restore and make good all injuries or damages to any portion of the work occasioned by any of the above causes before final acceptance and shall bear the expense thereof except for damage to vehicle impact attenuators (crash cushions and guardrail end treatments) which are a portion of the work, not damaged by the Contractor or his operations, and except for damage to the work due to Acts of God such as earthquake, tidal wave, tornado, hurricane or other cataclysmic phenomena of nature or acts of governmental authorities. In case of suspension of work for any cause, the Contractor shall be responsible for the preservation of all materials. He shall provide suitable drainage of the roadway and shall erect temporary structures where required. The Contractor shall maintain the roadway in good and passable condition until final acceptance, except as outlined below for opening the roadway to traffic. Except in cases of damage by the Contractor or that caused by the Contractor's operations, all work required for the repair and/or replacement of damaged vehicle impact attenuators (crash cushions and guardrail end treatments) which are a portion of the work, will be paid for as "Extra Work ", in accordance with Article 4.3. Page 24 of 34 Except for damage by the Contractor or that caused by the Contractor's operations, the Contractor will no[ be responsible for repair of damage to existing appurtenances such as guard fence, bridge wings and railing, illumination assemblies, underpass structures, traffic barriers, delineator assemblies, signs, sign bridges, vehicle impact attenuators (crash cushions and guardrail end treatments) and traffic signals, where such damage is caused by (a) motor - vehicle, seacraft, aircraft or railroad -train collision; or (b) vandalism. Such release from responsibility for damage includes only appurtenances, or portions thereof, which were existing at the beginning of the proposed work and for which no work is proposed under this contract; or for existing appurtenances that do require work under this contract but for which no work has yet begun. Except for damage caused by the Contractor's operations, the release from responsibility also includes damage to existing appurtenances, to the existing pavement structure and to other existing structures which are damaged by fire or by chemical spills which are a result of motor - vehicle, seacraft, aircraft or railroad -train operation or accidents. In the event of damage to existing appurtenances, etc., as described in this article, the Contractor will be required to plan and prosecute his work so as not to interfere with or hinder the completion of the work required for this damage repair. An extension of time may be granted, if necessary, for delays caused to the Contractor by the damage -repair work. Wherever in the opinion of the Engineer any roadway or portion thereof is in suitable condition for travel, it shall be opened to traffic, as may be directed, and such opening shall not be held to be in any way the final acceptance of the roadway or any part of it or as a waiver of any of the provisions of the contract. Where it is considered by the Engineer to be in the public interest and so ordered in writing by him, any substantially completed roadway or portion thereof may be opened to traffic as follows: (1) When work is suspended for a considerable period of time at the convenience of the City, the Department will assume the responsibility for maintaining the entire roadway during the period of suspension; or (2) When the roadway or portion thereof is opened to traffic during construction operations at the convenience of the City, the Department will assume responsibility for the maintenance of the traveled way and shoulders during the period in which it is opened to traffic. The City in assuming responsibility for maintenance under this provision may require the work to be done in accordance with Article 4.3, or may do it with its own forces; provided, however, this shall not change the legal responsibilities set out in Article 7.11. Upon completion of all work provided for in the contract for any individual limits, control or project, the Engineer may make an inspection, and if the work is found to be satisfactory the Contractor will be released from further maintenance on that portion of the work, except for damage caused by the Contractor or his operations. Such partial acceptance will be made in writing and shall in no way void or alter any terms of the contract. Other specific units of the project will be accepted on an individual basis when shown on the plans or as approved by the Engineer. 7.13. Personal Liability of Public Officials. In carrying out the provisions of the contract or in exercising any power or authority granted thereunder, there shall be no liability upon the Engineer or his authorized assistants, either personally or otherwise, as they are agents and representatives of the City. 7.14. Responsibilities to the Railroad Companies. If the project crosses or is in close proximity to a railroad, the Contractor shall conduct his operations in such manner as not to interfere with, hinder or obstruct the Railroad Company in any manner whatever in the use or operation of its trains or other property. Whether the Contractor's work will be on or in the vicinity of an at -grade railroad crossing, involves incidental work on railroad right of way or involves construction of a railroad grade separation structure, the Contractor shall notify the Railroad Company's Division Engineer and the City's Project Engineer at least three (3) days prior to the performance of any work on the Railroad right of way, unless otherwise shown in the contract. Page 25 of 34 During the time this work is in progress the Contractor shall assign such responsible supervisory personnel as are necessary to assure that due caution is observed by his workmen to keep the tracks and adjacent areas clear of debris and/or road materials and equipment which might damage the tracks and railroad facilities or obstruct the safe passage of trains. In addition to the above, if the work requires construction, other than paving or surfacing, in the vicinity of the tracks (or shoofly), the Railroad Company will provide flaggers during the periods when beams are being erected and slab forms are being both constructed and removed over the tracks, when pilings are being driven or shafts drilled adjacent to the tracks and at such other times that the tracks may be subject to obstruction due to the construction operations. This flagging service will be paid for by the City as a Force Account Item with the Railroad Company and will be at no expense to the Contractor. In the performance of said work no construction material or equipment shall be stored on the Railroad's right of way nearer than 15 feet from the centerline of any tracks. No forms or temporary false work shall be within 8.5 feet horizontally from centerline of any tracks or within 22 feet vertically above the top of rails of any track, unless otherwise shown on the plans. Subject to the above conditions, the Contractor is allowed access on railroad right of way and is authorized to cross the tracks for the purpose of constructing a grade separation structure and approaches if shown on the plans. When permitted by the Railroad Company, the Contractor will also be allowed to cross the tracks in hauling other roadway material across the tracks at points on the right of way near the structure. The Railroad Company will furnish and install and later remove standard crossing plank at the expense of the Contractor. If automatic warning devices are required for the temporary crossing as determined by the Railroad Company and the City, they will be provided without cost to the Contractor. It shall be the Contractor's responsibility to insure that the tracks are left clear of equipment and debris which would endanger the safe operation of railroad traffic. The Contractor shall provide one crossing watchman on each side of the crossing to direct his equipment when he is hauling across the tracks. Any railroad flaggers required by the Railroad Company for protection of this crossing due to the hauling operations will be paid for by the City as a Force Account Item with the Railroad Company and will be at no expense to the Contractor. Equipment traffic shall be halted a safe distance away from the crossing upon the approach of railroad traffic. The Railroad Company may require the Contractor to execute an "Agreement for Contractor's Temporary Crossing ". If required, it is the Contractor's responsibility to secure this agreement at no expense to the City. 7.15. Abatement and Mitigation of Excessive or Unnecessary Construction Noise. Throughout all phases of the construction of this project, including the moving, unloading, operating and handling of construction equipment prior to commencement of work, during the project and after the work is complete, the Contractor shall make every reasonable effort to minimize the noise imposed upon the immediate neighborhood surrounding the area of construction. Particular and special efforts shall be exercised by the Contractor to avoid the creation of unnecessary noise impacts on adjacent sensitive receptors in the placement of non - mobile equipment such as air compressors, generators, pumps, etc. The placement of temporary parked mobile equipment with 'the engine running shall be such as to cause the least disruption of normal adjacent activities not associated with the work to be performed by the Contractor. All equipment associated with the work shall be equipped with components designed by the manufacturer wholly or in part to suppress excessive noise and these components shall be maintained in their original operating condition considering normal depreciation. Noise - attenuation devices installed by the manufacturer such as mufflers, engine covers, insulation, etc., shall not be removed nor rendered ineffectual nor be permitted to remain off the equipment while the equipment is in use. 7.16. Work Near Electrical Power Lines. Any operations by the Contractor which are located near any electrical power lines shall be accomplished using established industry and utility safety practices. The Contractor shall consult with the appropriate utility company prior to beginning any such work. All associated costs will be the responsibility of the Contractor. Page 26 of 34 7.17. Preservation of Cultural Resources. Where material sources and waste sites are not listed in the contract, the Contractor shall provide sources of material and waste sites acceptable to the Engineer. . As soon as the Contractor determines the location of specific material sources (base material, aggregate, common borrow, sandpits, etc.) and waste sites for project use and prior to any surface disturbance of these material sources and waste sites, the Engineer shall be notified so that archaeological surveys can be initiated. The Engineer will initiate archaeological surveys within a timely manner. Work in these areas and equipment storage areas, haul roads, etc., will not be permitted until surveys and any necessary testing have been completed and the Department has determined that significant archaeological resources do not exist or have been satisfactorily mitigated. If the Contractor selects a commercial source that is in use, the requirements for archaeological clearance will not apply. However, if the Contractor owns a non - commercial source or if he negotiates with an owner to establish a pit, these requirements will apply. If sites, buildings and locations of historical, archaeological, educational or scientific interest are discovered - within the right of way or within non - commercial material sources outside the right of way after construction operations are begun, operation in that particular area shall cease immediately and the sites, buildings or locations shall be investigated and evaluated by the Department. When necessary, an extension of working time will be granted, for delays caused by the above investigations and evaluations. 7.18. Work in Waters of the United States. Where it becomes necessary for the Contractor to work in waters of the United States or their adjacent wetlands as delineated by the U.S. Army Corps of Engineers, the Contractor should be aware that a Section 404 permit may be required. The Department will obtain any Section 404 permits prior to commencement of construction on a project by project basis. The Contractor will be required to adhere to any agreements, mitigation plans and standard best management practices required for a permit on any project. If the Contractor makes changes in the project construction method that would result in changes of project impacts to waters of the U.S., the Contractor will be responsible for any new Section 404 permit. 7.19. Work in Navigable Waters. Any operations by the Contractor relating to the placement of embankment into, or the placement or rehabilitation of structures in or over navigable waters of the U.S. as designated by the U.S. Army Corps of Engineers or the U.S. Coast Guard, is subject to regulation by these agencies. Approval will be coordinated by the Department and construction should not commence until the activity is approved by the regulatory agency. The Contractor will be required to adhere to the stipulations of the permit and the associated best management practices. If the Contractor makes changes in the project construction method that would result in changes of project impacts to navigable waters of the U.S., the Contractor will be responsible for any new Section 9 permit from the U.S. Coast Guard. 7.20. Work Over the Recharge Zone of Protected Aquifers. Relating to work over the recharge zones of protected aquifers, as defined and delineated by the Texas Water Commission (TWC), the Contractor shall make every reasonable effort to minimize the degradation of water quality resulting from construction impacts. The Contractor will be required to follow best management practices and to use and maintain those sedimentation and water pollution control devices as required by the Engineer. If a Water Pollution Abatement Plan (WPAP) is required by the TWC, modification to the approved WPAP by the Contractor will require the Engineer's approval and be coordinated through the Department with the TWC. Page 27 of 34 ITEM 8: PROSECUTION AND PROGRESS 8.1. Assigning of Contract and Subcontracting. (1) Assigning of Contract. The Contractor will not be permitted to assign, sell, transfer or otherwise dispose of the contract or any portion thereof, or his rights, title, or interest therein without the _ approval of the Council. Any assignment proposed by the Contractor must be deemed justified or legally acceptable by the Department. (2) Subcontracting. The Contractor will not be permitted to sublet any portion of the contract without the approval of the Engineer. No subcontract will, in any case, relieve the Contractor of his responsibility under the contract and bonds. The Contractor shall perform with his own organization and with the assistance of workmen under his immediate superintendence, work of a value not less than 50 percent of the value of all work embraced in the contract exclusive of items not commonly - found in contracts for similar work, or which require highly specialized knowledge, craftsmanship and/or equipment not ordinarily available in the organizations of contractors performing work of the character embraced in the contract. Specialty items may be performed by subcontract and the amount of any item so performed may be deducted from the total original contract amount before computing the amount of work required to be performed by the Contractor's own organization. "His own organization" shall be construed to include only workers employed and paid directly by the prime Contractor and equipment owned or rented directly by the prime Contractor, with or without operators. Such term does not include employees or equipment of a subcontractor, agent of the prime Contractor, or any other entity. The Department reserves the right to require copies of cancelled checks from the prime Contractor to verify direct payment of laborers and equipment sufficient to meet the above requirements. The Contractor shall give assurance that the minimum wage for labor and the maximum amount to be deducted for board, if famished, as stated in the governing provisions shall apply to labor performed on all work sublet. Written consent to sublet any portion of the contract shall not be construed to relieve the Contractor of any responsibility for the fulfillment of the contract. 8.2. Prosecution of Work Prior to beginning construction operations, a preconstruction conference between the Contractor and the Engineer will be conducted. The Contractor shall begin the work to be performed under the contract within 30 days after the date of the authorization to begin work as shown on the work order and shall continuously prosecute same with such diligence as will enable him to complete the work within the time limit specified. He shall notify the Engineer at least 24 hours before beginning work and any new operation. The Contractor shall not start new operations to the detriment of work already begun. The prosecution of the work shall be conducted in such a manner as to impose minimum interference to traffic. Also, prior to beginning construction operations, the Contractor shall submit to the Engineer for approval a bar chart outlining the schedule of all planned major work activities or major phases that he intends to follow in order to complete the contract within the allotted time. A beginning date and a duration in working days shall be shown for each work activity or phase. An estimated production rate for each activity or phase shall also be shown. Material procurement, known utility relocations and other activities which may affect the completion of the project should be included with the work activities shown on the bar chart. A project status meeting will be held with the Engineer during the first week of each third month after work begins. The progress of the work will be reviewed during this meeting. In the event the progress review indicates the Contractor is behind in the schedule, he will be expected to accelerate his work at his own cost until such time as his work is on schedule. The Engineer may require the Contractor to submit a revised schedule reflecting the Contractor's accelerated work effort. If a Critical Path Method (CPM) schedule is specified on the plans in lieu of a bar chart, such schedule must use the Arrow Diagram Method (ADM) or the Precedence Diagram Method (PDM). All planned major work activities and sequences as well as material procurements, known utility relocations and other activities which 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page 28 of 34 may affect the completion of the project should be included in the CPM. The review of the progress of the work at project status meetings will be as previously outlined for bar charts. The Contractor may submit a revised bar chart or CPM schedule if, in his opinion, additional work, unforeseen conditions or delays beyond his control affect the completion of the project. The Engineer will promptly review the new schedule and will have the right of approval. The approved revised schedule will be used to evaluate the progress of the project The original bar chart or CPM and any subsequent revisions must be signed by an officer of the Contractor's firm. Neither a bar chart nor CPM schedule will be required if so specified on the plans. The observance of the requirements herein is an essential part of the work to be done under the contract. No direct compensation will be allowed for fulfilling this requirement, as such work is considered subsidiary to the various bid items of the contract. 8.3. Workers and Equipment. The Contractor shall furnish such suitable machinery, equipment and construction forces as may be necessary, in the opinion of the Engineer, for the proper prosecution of the work, and failure to do so may cause the Engineer to withhold all estimates which have or may become due and the Engineer may suspend the work until his requests are complied with. All workers employed by the Contractor shall have such skill and experience as will enable them to properly perform the duties assigned. Any person employed by the Contractor or a subcontractor who, in the opinion of the Engineer, does not perform his work in a proper and skillful manner, or who is disrespectful, intemperate, disorderly or otherwise objectionable, shall at the written request of the Engineer be forthwith discharged and shall not be employed again on any portion of the work without the written consent of the Engineer. All workers installing electrical materials, including conduit and duct cable in trenches, service poles and all other system electrical apparatus, shall be directly supervised by persons who have completed an approved course in electrical underground installations. The Contractor shall famish evidence of satisfactory completion of the Underground Electrical Installation for Roadway Illumination and Signal Control course taught by the Texas Engineering Extension Service for all personnel responsible for direct supervision of electrical installation work on this project. 8.4. Temporary Suspension of Work. The Engineer will have authority to suspend the work, wholly or in part, for such period as he may consider necessary. The "Time Charge" will be suspended during such period only if the cause or reason for the suspension is not under the control of the Contractor. Notice of such suspension with the reasons therefor will be given the Contractor in writing. The Contractor shall not suspend work without written approval of the Engineer. If the performance of all or any portion of the work is suspended or delayed by the Engineer, in writing, for an unreasonable period of time (not originally anticipated, customary or inherent to the construction industry) and the Contractor believes that additional compensation and/or contract time is due as a result of such suspension or delay, the Contractor shall submit to the Engineer a written request for an adjustment, within seven (7) calendar days of receipt of the notice to resume work. The request shall set forth the reasons and support for such an adjustment. The Engineer will evaluate the Contractor's request upon receipt. If the Engineer agrees that the cost and/or time required for the performance of the contract has increased as a result of such suspension and the suspension was caused by conditions beyond the control of and not the fault of the Contractor, its suppliers, or subcontractors at any approved tier, and not caused by weather, the Engineer will make an adjustment (excluding profit) and modify the contract in writing accordingly. The Contractor will be notified of the Engineer's determination, whether or not an adjustment of the contract is warranted. No contract adjustment will be allowed unless the Contractor has submitted the request for an adjustment within the time prescribed. Page 29 of 34 No contract adjustment will be allowed under this Article to the extent that performance would have been suspended or delayed by any other cause, or for which an adjustment is provided for or excluded under any other term or condition of this contract. 8.5. Computation of Contract Time for Completion. The Contractor shall complete the work within the number of working days stated in the contract. For the purpose of computation of working days, time charges will be considered to begin 15 calendar days after the - date of the written authorization by the Engineer to begin work, unless otherwise provided in the contract. The Engineer will furnish the Contractor a monthly statement on forms furnished by the Department, showing the number of working days charged during the month, the total number of working days allowed in the contract and the working days remaining under the contract. The Contractor shall review the monthly statement of time charges and will be allowed up to the end of the next estimate period to protest the correctness. This protest shall be in writing, and shall show cause. Not filing a protest by the end of the next estimate period for any time statement will indicate the Contractor's approval of the time charges as shown on that time statement and future consideration of that statement will not be permitted. If the satisfactory completion of the contract requires unforeseen work or work and materials in greater amounts than those set forth in the contract, then additional working days or suspension of time charges will be allowed the Contractor equal to the time which, in the opinion of the Engineer, the work as a whole is delayed. 8.6. Failure to Complete Work on Time. If the Contractor fails to complete the contract in the working days specified, the time charge will be made for each working day thereafter. The time set forth in the proposal for the completion of the work is an essential element of the contract. For each working day under the conditions described in the preceding paragraph that any work remains uncompleted after the expiration of the working days specified in the contract, together with any additional working days allowed, the amount per day shown in the proposal will be deducted from the money due or to become due the Contractor, not as a penalty, but as liquidated damages. 8.7. Abandonment of Work or Default of Contract. If the Contractor fails to begin the work within the time specified; fails to perform the work with sufficient workmen and equipment; has insufficient materials to insure the completion of the work within the contract time; performs the work unsuitably; neglects or refuses to remove materials or perform anew such work as may have been rejected as being defective or unsuitable; discontinues the prosecution of the work without authority; becomes insolvent or is declared bankrupt; commits any act of bankruptcy or insolvency; makes an unauthorized assignment for the benefit of any creditor; or from any other cause whatsoever does not carry on the work in an acceptable manner, the Engineer may give notice in writing to the Contractor and his Surety of such delay, neglect or default, specifying the same. If the Contractor within a period of 10 days after such notice does not proceed in accordance therewith, then the Department will, upon written notification from the Engineer of the fact of such delay, neglect or default and the Contractor's failure to comply with such notice, have full power and authority, without violating the contract, to take the prosecution of the work out of the hands of the Contractor and to appropriate or use any or all materials and equipment on the ground as may be suitable and acceptable, and enter into an agreement for the completion of the contract according to the terms and provisions thereof or use such other methods as may be required for the completion of the contract in an acceptable manner. All costs and charges incurred by the Department together with the costs of completing the work under contract shall be deducted from any moneys due or which may become due the Contractor. In case the cost so incurred by the Department is less than the amount which would have been payable under the contract, if the work had been completed by the Contractor, the Department will be entitled to receive the difference. In case such cost exceeds the amount which would have been payable under the contract, then the Contractor and the Surety shall be liable and shall pay to the Department the amount of such excess. Page 30 of 34 8.8. Termination of Contract. The Department may terminate the contract in the event of a court order prohibiting construction activities. The Department may also terminate the contract in the event of a national emergency and when the work to be performed under the contract is stopped directly or indirectly, because of the freezing or diversion of materials, equipment or labor, as the result of an order or a proclamation of the President of the United States or an order of any Federal Authority. When contracts, or any portion thereof, are terminated, and the Contractor is released before all items of work included in the contract have been completed, payment will be made for the work completed at contract unit prices and no claim for loss of anticipated profits shall be considered. Reimbursement for organization of the work and moving equipment to and from the job will be considered where the volume of the work completed is too small to compensate the Contractor for these expenses under the contract unit prices, the intent being that an equitable settlement will be made with the Contractor, as determined by the Engineer. When contracts, or any portion thereof, are permanently terminated, acceptable materials, obtained by the Contractor for the work, that have been inspected, tested and accepted by the Engineer, and that are not incorporated in the work, will be purchased from the Contractor at the actual cost as shown by receipted bills and the actual cost records at such points of delivery as may be designated by the Engineer. Termination of a contract, as stated above, will not relieve the Contractor or his Surety of the responsibility of replacing defective work as required by the contract. 8.9. Railroad Construction. When work to be done within the limits of a project involves a railroad company, the Contractor will be required to plan and prosecute his work to avoid interference with, or hindrance to, that portion of the work that is the responsibility of the railroad company. The observance of this is an essential part of the work to be done under the contract. No direct compensation will be allowed for fulfilling this requirement as such work is considered subsidiary to the various bid items of the contract. An extension of working time will be granted, if necessary, for delays caused to the Contractor by the railroad company. 8.10. Hazardous Materials. Materials utilized in the project shall be free of any hazardous material as defined in Item 1, "Definition of Terms ". When the Contractor encounters existing materials on sites owned or controlled by the City or in required material sources that are suspected by visual observation or smell to contain hazardous materials, the Contractor shall immediately notify the Engineer. The City will be responsible for the testing for and removal or disposition of hazardous materials on sites owned or controlled by the City. The Engineer may suspend the work wholly or in part during the testing, removal or disposition of hazardous materials on sites owned or controlled by the City. When materials delivered to the project are suspected by visual observation or smell to contain hazardous materials, they shall be tested for contamination. All testing shall be by a commercial laboratory approved by the Engineer. When materials delivered to the project are found to be contaminated, the material shall be removed and disposed of by the Contractor. The testing for and removal or disposition of such hazardous materials delivered to the project by the Contractor shall be at the Contractor's expense. No suspending of the "Time Charges" and no extensions of working time will be granted to the Contractor resulting from hazardous material which he has delivered. The Contractor shall indemnify and save harmless the City and its representatives, for the generation and/or disposition of hazardous materials generated by the Contractor on all work done by the Contractor on City owned or controlled sites. Further, the Contractor shall indemnify and save harmless the City and its representatives from any liability or responsibility arising out of the generation or disposition of any hazardous materials obtained, processed, stored, shipped, etc., on sites not owned or controlled by the City. Should the City be required to make any payments or pay any costs or fees or make restitution as a result of the Contractor's actions, the Contractor shall reimburse the City for any and all payments of moneys. ITEM 9: MEASUREMENT AND PAYMENT Page 31 of 34 The rules, regulations, policies, procedures, standards, applications and reports of the various State agencies including but not limited to the Texas Water Commission (TWC), the Texas Water Well Drillers Board (TWWDB) and the Railroad Commission (RRC), and of the applicable federal departments and agencies including but not limited to the Environmental Protection Agency (EPA), Department of Energy (DOE), Department of Transportation (DOT) and the Occupational Safety and Health Administration (OSHA) shall apply to all operations of the Contractor, including but not limited to the following: sampling, plugging, cleaning, testing, removing, disposing and backfilling. 9.1. Measurement of Quantities. All work completed under contract will be measured by the Engineer according to United States standard measures unless otherwise specified. All longitudinal measurements for surface area will be made along the actual surface of the roadway and not horizontally, unless otherwise specified. No deduction will be made for structures in the roadway having an area of nine (9) square feet or less. For all transverse measurements for areas of base courses, surface courses, and pavements, the dimensions to be used in calculating the pay areas will be the neat dimensions and shall not exceed those shown on plans or ordered in writing by the Engineer. All materials which are specified for measurement by the cubic yard in vehicles shall be hauled in approved vehicles and measured therein at the point of delivery on the roadway. Vehicles for this purpose may be of any type or size satisfactory to the Engineer provided that the body is of such type that the actual contents may be readily and accurately determined. Each approved vehicle shall bear an identification mark indicating specific approval by the Engineer. The Inspector may reject all loads not hauled in such approved vehicles. In those items which provide for payment by "Plan Quantity", the calculations used to determine such quantities shall be made by standard methods of calculation, using the methods described in the governing specification, and may or may not represent the exact quantity of material moved, handled or placed in the roadway or structure during the execution of the contract. The quantities shown on the plans, adjusted in accordance with the governing specification when required, will be the quantity for which payment will be made. When the Engineer and Contractor agree in writing, the final payment for the pay items of sprinkling, rolling, stripping, scraper work, disking, blading, bulldozer work or road grader work may be fixed at plan quantity if the proposal quantity multiplied by the unit bid price is less than $250.00. This provision will apply regardless of whether the final quantity required is greater than or Tess than the quantity stated in the proposal: 9.2. Scope of Payment. The Contractor shall accept the compensation, as provided in the contract, as full payment for famishing all materials, supplies, labor, tools and equipment necessary to complete the work under the contract; for any loss or damage which may arise from the nature of the work, or from the action of the elements, except as noted in Article 7.12, and as provided in Articles S.4 and 9.7., until the fmal acceptance by the Engineer, for any infringement of patent, trademark, or copyright; and for completing the work according to the plans and specifications. The payment of any current or partial estimate shall in no way affect the obligation of the Contractor at his expense to repair or renew any defective parts of the construction or to replace any defective materials used in the construction and to be responsible for all damages due to such defects if such defects or damages are discovered on or before the fmal inspection and acceptance of the work. 9.3. Payment for Extra Work. Extra work ordered, performed and accepted will be paid for in accordance with Article 4.3. 9.4. Force Account. When extra work is ordered to be performed on a "Force Account" basis, payment for same will be made as follows: Page 32 of 34 The Contractor and the Department will agree in writing before beginning the work on the rate of wage which the Contractor will receive for all labor and foremen. The Contractor will be paid said rate for each hour that the labor and foremen are actually engaged in the work except that in the event that the particular laborers and foremen anticipated to be used in the work are not available then the individuals involved in the work will be reimbursed at the rate shown on the payrolls. In no case will the rate of wage be less than the minimum shown in the contract for a particular category. The Contractor will receive an additional 25% as compensation based on the total wages paid said laborers and foremen. No charge will be made by the Contractor for organization or overhead expenses. For cost of premiums on public _liability and workers - compensation insurance, Social - Security and unemployment - insurance taxes, an amount equal to 55 percent of the sum of the labor cost, excluding the 25 percent compensation provided above, will be paid to the Contractor. The actual cost of the Contractor's bond on the extra work will be paid. No charge for superintendence will be made unless considered necessary and ordered by the Engineer. The Contractor will receive the actual cost, including freight charges, of the materials used on such work to which cost will be added a sum equal to 25 percent thereof as compensation. When material invoices indicate a discount may be taken, the actual cost will be the invoice price minus the discount. For Contractor owned machinery, trucks, power tools or other equipment which are necessary for use on force account work, the Rental Rate Blue Book as modified by the following will be used to establish hourly rates. Equipment used shall be at the rates in effect for each section of the Blue Book at the time of use. The following formula shall be used to compute the hourly rates: H= M xR,vR, + 01' 176 Where H = Hourly Rate M = Monthly Rate R, = Rate Adjustment Factor R2 = Regional Adjustment Factor OP = Operating Costs If Contractor -owned equipment is not available and equipment is rented from outside sources, the hourly rate will be established by dividing the actual invoice cost by the actual number of hours the equipment is involved in the work. The City reserves the right to limit the hourly rate to comparable Blue Book rates. When the invoice specifies that the rental rate does not include fuel, lubricants, repairs and servicing, the Rental Rate Blue Book hourly operating cost shall be added for each hour the equipment operates. If a rate has not been established for a particular piece of equipment in the Rental Rate Blue Book, the Engineer will allow the Contractor a reasonable hourly rate, as agreed upon in writing before such work is begun. This price will include the cost of fuel, lubricants and repairs. If the Contractor has to mobilize equipment from an off - project site, rates for the hauling equipment and personnel will be included as part of the force account work. The established equipment hourly rates will be paid for each hour that the equipment is involved in the work to which will be added 15 percent as compensation. In the event that the equipment is used intermittently during the work, full payment for an eight -hour day will be made if the equipment is not idle more than four (4) hours of the day. If the equipment is idle more than four (4) hours in a day, then payment will be made only for the actual hours worked. The compensation, as herein provided for, shall be received by the Contractor as payment in full for extra work completed on the "Force Account" basis and will include use of small tools, overhead expense and profit. The Contractor's representative and the Inspector shall compare records of extra work completed on the "Force Account" basis at the end of each day. Copies of these records will be made upon suitable forms provided for Page 33 of 34 this purpose by the Department and signed by both the Department's and the Contractor's representatives, one copy being forwarded to the Engineer and one to the Contractor. All claims for "Extra Work" performed on the "Force Account" basis shall be submitted to the Engineer by the Contractor upon statements to which shall be attached copies of invoices covering the cost of, and the freight charges on, all materials used in such work, and such statements shall be filed not later than the tenth day of the month following that month in which the work was actually performed. When extra work is ordered to be performed on a "Force Account" basis, and the estimated cost is less than $5000.00, payment of same may be made on the basis of a certified correct invoice submitted to the Engineer by the Contractor. The invoice shall include the Contractor's actual cost for materials, labor, equipment and incidentals necessary to complete the extra work. The invoice will also include additional compensation allowed above, in this article, as well as the cost of the Contractor's bond on the extra work. 9.5. Partial Payments. Once each month, the Engineer will make an approximate estimate, in writing, of the materials in place, the amount of work performed and the value thereof at the contract unit prices. In addition to the above and upon presentation of copies of invoices, freight bills or other acceptable evidence to establish cost, an estimate shall be made and included for the invoice cost of acceptable reinforcing steel, structural steel, precast concrete members, stone, gravel, sand or any other non - perishable materials delivered on the work or in acceptable storage places and which have not been used in the work prior to such estimate. For contracts of $100,000.00 or more, the invoice(s) or other acceptable evidence to establish cost submitted by the Contractor for a particular material must total $1,000.00 or more before it can be eligible for partial payment. For contracts less than $100,000.00, invoices as previously described must total $200 or more before the particular material can be eligible for partial payment. For materials where storage on or near the project is not practical and for acceptable structural components (structural steel, concrete members, piling, etc.) fabricated in accordance with details shown on the plans and stored in any location approved by the Director of Materials and Tests, an estimate will be made and included for the invoice cost, exclusive of any transportation costs, of the material involved after the Contractor has famished the Engineer with a copy of the invoice. Only materials which are completely constructed and/or fabricated on the Contractor's order for a specific project, and are so marked, and on which an approved Test Report has been issued, are eligible. This may also include the following items: concrete traffic barrier, precast concrete box culverts, concrete piling, reinforced concrete pipe and illumination poles. Any repairs required, after fabricated materials have been approved for storage, shall require approval by the Engineer prior to being made and shall be made at the expense of the Contractor. The Contractor shall furnish the Department with a paid invoice on all material on hand within 60 days (two estimate cycles). The paid invoice shall contain a signed statement by the Contractor indicating that payment for the material shown on the invoice has been made. Repeated failure to provide a signed paid invoice within 60 days will result in the removal of the particular material from the monthly estimates. This material will not be considered for partial payment on subsequent monthly estimates. The Contractor shall submit, with each request for partial payment, a statement certifying that he has not previously received payment from the Department for the same material. For precast concrete products which may be completely fabricated or constructed by the Contractor for which invoices or freight bills are not pertinent, and which have been stored in acceptable storage places, and which have not been used in the work, an estimate will be made and payment based on a certified statement of cost as provided by the Contractor and approved by the Engineer. Partial payments for any material on hand or in acceptable storage shall not exceed the bid price less reasonable placement cost as approved by the Engineer. From the total of the amounts so ascertained will be deducted five (5) percent to be retained until after the completion of the entire work to the satisfaction of the Engineer, and the remaining 95 percent of the amount so ascertained will be paid to the Contractor less such amounts as may be required by the contract to be deducted. 4 Page 34 of 34 Partial estimates showing an amount of work performed since the last preceding estimate of less than $1,000.00 may be withheld until the amount of work performed on a partial estimate is at least $1,000.00. Sixty percent of the retainage will be paid immediately after the "Final Acceptance ". 9.6. Acceptance and Final Payment. When the work provided for in the contract has been completed by the Contractor, and all parts of the work have been approved and accepted by the Engineer, a final estimate showing the amount of the work and the amount due the Contractor under the contract will be prepared by the Engineer. The amount of the final estimate, less any sums previously paid under the contract will be paid to the Contractor. 9.7. Differing Construction -site Conditions. During the progress of the work, if subsurface or latent physical conditions are encountered at the site, differing materially from those indicated in the contract, or if unknown physical conditions of an unusual nature, differing materially from those ordinarily encountered and generally recognized as inherent in the work provided for in the contract, are encountered at the site, the Party discovering such conditions shall promptly notify the other Party in writing of the specific differing conditions before they are disturbed and before the affected work is performed. Upon written notification, the Engineer will promptly investigate the conditions, and if he determines that the conditions materially differ and cause an increase or decrease in the cost or time required for the performance of any work under the contract, an adjustment, excluding loss of anticipated profits, will be made and the contract modified in writing in accordance with Article 9.3. The Contractor will be notified of the Engineer's determination whether or not an adjustment of the contract is warranted. No contract adjustment which results in a benefit to the Contractor will be allowed unless the Contractor has provided the required written notice in accordance with Article 4.4. No contract adjustment will be allowed under this clause for any effects caused on unchanged work. 9.8. Plans Quantity Measurement. When plans quantity measurement is specified for an item, adjustment of quantities will be made by the following: If the quantities measured as outlined under "Measurement" vary from those shown in the proposal and on the "Estimate and Quantity" sheet by more than 5 % (or as stipulated under the measurement article for the Item), either party to the contract may request, in writing, an adjustment of the quantities by each separate bid item, except that when stated in the particular item, the adjustment will be made based upon a designated element shown in the Item. The party to the contract which requests the adjustment shall present, to the other, one copy of field measurements and calculations showing the revised quantities in question. These revised quantities, when approved by the Engineer, together with all other quantities under the same bid item, shall constitute the final quantity for which payment will be made. 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. Payment for revised quantities will be paid for at the unit price bid for that bid item, except as provided for in Article 4.2. GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS HIGHWAY: A.W.GRIMES BLVD. (PHASE I) COUNTY: WILLIAMSON CITY OF ROUND ROCK, TEXAS GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS ALL SPECIFICATIONS AND SPECIAL PROVISIONS APPLICABLE TO THIS PROJECT ARE IDENTIFIED AS FOLLOWS: STANDARD SPECIFICATIONS: ADOPTED BY THE TEXAS DEPARTMENT OF TRANSPORTATION MARCH 1, 1993, AND AS ADOPTED BY THE ROUND ROCK CITY COUNCIL. STANDARD SPECIFICATIONS ARE INCORPORATED INTO THE CONTRACT BY REFERENCE. ITEMS 1 TO 9 INCI ., GENERAL REQUIREMENTS AND COVENANTS ITEM 100 PREPARING RIGHT OF WAY (132) ITEM 104 REMOVING CONCRETE ITEM 110 EXCAVATION (132) ITEM 132 EMBANKMENT (100) (204) (400) ITEM 160 FURNISHING AND PLACING TOPSOIL (204) ITEM 162 SODDING FOR EROSION CONTROL (166) (168) (300) ITEM 164 SEEDING FOR EROSION CONTROL (166) (168) (169) (300) ITEM 168 VEGETATIVE WATERING ITEM 169 SOIL RETENTION BLANKET ITEM 170 IRRIGATION SYSTEM (402) (403) ITEM 216 ROLLING (PROOF) ITEM 247 FLEXIBLE BASE (204) ITEM 260 LIME TREATMENT FOR MATERIALS USED AS SUBGRADE (ROAD MIXED) (132) (204) (264) (300) (520) ITEM 264 LIME AND LIME SLURRY ITEM 310 PRIME COAT (CUTBACK ASPHALTIC MATERIAL) (300) ITEM 316 SURFACE TREATMENTS (210) (213) (300) (302) ITEM 340 HOT MIX ASPHALTIC CONCRETE PAVEMENT (213) (217) (300) (301) (520) ITEM 354 PLANING AND /OR TEXTURING PAVEMENT ITEM 402 TRENCH EXCAVATION PROTECTION ITEM 416 DRILLED SHAFT FOUNDATIONS (420) (421) (440) (448) ITEM 420 CONCRETE STRUCTURES (421) (427) (433) (435) (437) (438) (440) (448) (524) (526) (5699) ITEM 422 REINFORCED CONCRETE SLAB (420) (421) (424) (426) (437) (440) (443) ITEM 423 RETAINING WALL (110) (132) (400) (420) (421) (440) (445) (458) (556) ITEM 425 PRESTRESSED CONCRETE STRUCTURAL MEMBERS (421) (424) (426) (427) (433) (435) (440) (524) (5699) ITEM 428 - CONCRETE SURFACE TREATMENT (427) ITEM 432 RIPRAP (420) (421) (431) (440) (524) (526) ITEM 450 RAILING (420) (421) (424) (440) (445) (446) (448) (524) ITEM 454 SEALED EXPANSION JOINTS (441) (442) ITEM 462 CONCRETE BOX CULVERTS AND SEWERS (400) (420) (421) (424) (524) ITEM 464 REINFORCED CONCRETE PIPE (400) ITEM 465 MANHOLES AND INLETS (400) (420) (421) (424) (440) (442) (471) ITEM 466 HEADWALLS AND WINGWALLS (400) (420) (421) (424) (440) (464) (524) ITEM 476 JACKING, BORING OR TUNNELING PIPE (460) (464) ITEM 500 MOBILIZATION ITEM 502 BARRICADES, SIGNS AND TRAFFIC HANDLING ITEM 529 CONCRETE CURB, GUTTER AND COMBINED CURB AND GUTTER (360) (420) (421) (437) (440) (526) ITEM 531 SIDEWALKS (360) (420) (421) (437) (440) (526) ITEM 540 METAL BEAM GUARD FENCE (421) (442) (445) (492) ITEM 556 _ PIPE UNDERDRAINS (302) ITEM 580 PROJECT MAINTENANCE ITEM 610 ROADWAY ILLUMINATION ASSEMBLIES (441) (442) (445) (447) (449) (616) (620) (656) ITEM 618 CONDUIT (400) (476) ITEM 620 ELECTRICAL CONDUCTORS (610) (628) ITEM 624 GROUND BOXES (421) (440) ITEM 628 ELECTRICAL SERVICES (441) (445) (449) (618) (620) (627) (656) ITEM 644 SMALL ROADSIDE SIGN ASSEMBLIES (421) (440) (634) (636) (646) (656) ITEM 649 REMOVING AND RELOCATING ROADSIDE SIGN ASSEMBLIES (445) (634) (636) (637) (643) (646) (647) (656) ITEM 656 FOUNDATIONS FOR SIGNS, TRAFFIC SIGNALS AND ROADWAY ILLUMINATION ASSEMBLIES (400) (416) (420) (421) (440) (449) (618) (644) ITEM 658 DELINEATOR AND OBJECT MARKER ASSEMBLIES (445) (660) ITEM 666 REFLECTORIZED PAVEMENT MARKINGS (677) (678) ITEM 672 RAISED PAVEMENT MARKERS (677) (5699) ITEM 677 ELIMINATING EXISTING PAVEMENT MARKINGS AND MARKERS (678) SPECIAL PROVISIONS: SPECIAL PROVISIONS WILL GOVERN AND TAKE PRECEDENCE OVER THE SPECIFICATIONS ENUMERATED HEREON WHEREVER IN CONFLICT THEREWITH. WAGE RATES TX99 -43 SPECIAL PROVISION "NOTICE TO BIDDERS" SPECIAL PROVISION "SCHEDULE OF LIQUIDATED DAMAGES" (000 - -2693) SPECIAL PROVISION "DEFINITION OF TERMS" SPECIAL PROVISION "INSTRUCTIONS TO BIDDERS" SPECIAL PROVISION "AWARD AND EXECUTION OF CONTRACT" SPECIAL PROVISION "SCOPE OF WORK" SPECIAL PROVISION "CONTROL OF THE WORK" SPECIAL PROVISION "LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC" SPECIAL PROVISIONS "PROSECUTION AND PROGRESS" SPECIAL PROVISION "MEASUREMENT AND PAYMENT" SPECIAL PROVISION TO ITEM 164 (164 -- -001) SPECIAL PROVISION TO ITEM 213 (213 -- -001) SPECIAL PROVISION TO ITEM 247 (247 -- -017) SPECIAL PROVISION TO ITEM 260 (260- -001) SPECIAL PROVISION TO ITEM 300 (300 - -051) SPECIAL PROVISION TO ITEM 301 (301 -- -002) SPECIAL PROVISION TO ITEM 302 (302 -- -019) SPECIAL PROVISION TO ITEM 340 (340 -- -007) SPECIAL PROVISION TO ITEM 360 (360 -- -036) SPECIAL PROVISION TO ITEM 400 (400 -- -001) SPECIAL PROVISION TO ITEM 416 (416 -- -007) SPECIAL PROVISION TO ITEM 420 (420 -- -013) SPECIAL PROVISION TO ITEM 421 (421 - -028) SPECIAL PROVISION TO ITEM 424 (424 -- -006) SPECIAL PROVISION TO ITEM 425 (425 -- -001) SPECIAL PROVISION TO ITEM 426 (426 - -001) SPECIAL PROVISION TO ITEM 427 (427 - -002) SPECIAL PROVISION TO ITEM 433 (433 -- -003) SPECIAL PROVISION TO ITEM 435 (435 -- -001) SPECIAL PROVISION TO ITEM 437 (437 -- -001) SPECIAL PROVISION TO ITEM 440 (440 -- -005) SPECIAL PROVISION TO ITEM 441 (440 -- -003) SPECIAL PROVISION TO ITEM 442 (442 -- -018) • SPECIAL PROVISION TO ITEM 445 (445 -- -001) SPECIAL PROVISION TO ITEM 462 (462 -- -003) SPECIAL PROVISION TO ITEM 464 (464 - -003) SPECIAL PROVISION TO ITEM 466 (466- -001) SPECIAL PROVISION TO ITEM 502 (502 -- -018) SPECIAL PROVISION TO ITEM 520 (520 -- -001) SPECIAL PROVISION TO ITEM 526 (526 -- -003) SPECIAL PROVISION TO ITEM 540 (540 -- -019) SPECIAL PROVISION TO ITEM 556 (556- -001) SPECIAL PROVISION TO ITEM 610 (610 - -002) SPECIAL PROVISION TO ITEM 666 (666 -- -018) SPECIAL PROVISION TO ITEM 672 (672---012) SPECIAL PROVISION TO ITEM 686 (686 - -001) SPECIAL SPECIFICATIONS: ITEM 5004 TEMPORARY EROSION, SEDIMENTATION AND WATER POLLUTION PREVENTION AND CONTROL ITEM 5005 ROCK FILTER DAMS FOR EROSION AND SEDIMENTATION CONTROL (5004) (5012) ITEM 5010 CONSTRUCTION EXITS (5004) (5012) ITEM 5012 EARTHWORK FOR EROSION CONTROL (5004) ITEM 5014 GABIONS AND GABION MATTRESSES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ITEM 5249 ITEM 5250 ITEM 5469 • ITEM 5530 ITEM 5699 ITEM 5718 TEMPORARY SEDIMENT CONTROL FENCE (5004) (5012) FIBER ROLL SINGLE GUARDRAIL TERMINAL (540) DEAD END ROADWAY BARRICADE EPDXY AND ADHESIVES WATER VALVES AND PIPE (CITY OF AUSTIN SPECIFICATIONS 510 AND 5115) ITEM 6003 VEHICLE LOOP WIRE SEALANT ITEM 6032 INSTALLATION OF HIGHWAY TRAFFIC SIGNALS (610) (618) (620) (624) (625) (627) (628) (634) (636) (656) (682) (684) (686) (688) (6003) (8288) ITEM 8288 SPREAD SPECTRUM RADIO FOR TRAFFIC SIGNALS CITY OF AUSTIN SPECIFICATIONS 510 (PIPE) AND 51 I S (WATER VALVES) GENERAL: THE ABOVE- LISTED SPECIFICATION ITEMS ARE THOSE UNDER WHICH PAYMENT IS TO BE MADE. THESE, TOGETHER WITH SUCH OTHER PERTINENT, IF ANY, AS MAY BE REFERENCED TO EN THE ABOVE- LISTED SPECIFICATIONS ITEMS, AND INCLUDING THE SPECIAL PROVISIONS LISTED ABOVE, CONSTITUTE THE COMPLETE SPECIFICATIONS FOR THIS PROJECT. 6 BASIS OF ESTIMATE SPECIAL GRADING REQUIREMENTS ITEM DESCRIPTION (PERCENT RETAINED- SIEVE) LL I'. I. „ SEE 13/4" 7/8' 3/8" #4 #40 MAX MAX MIN NOTES 247 FLEX BASE 0 8 - 30 30 - 60 45 - 70 70 - 85 35 12 1 - 3 1. TRIAXIAL CLASS SHALL BE 1.0 OR BETTER. THE AVERAGE COMPRESSIVE STRENGTH OF FLEXIBLE BASE SAMPLED FROM THE STOCKPILE SHALL BE 45 PSI AT 0 PSI LATERAL PRESSURE AND 175 PSI AT 15 PSI LATERAL PRESSURE WHEN TESTED IN ACCORDANCE WITH TEST METHOD TEX- 117 -E. 2. WET BALL MILL WILL NOT BE ALLOWED. 3. BAR LINEAR SHRINKAGE FACTOR WILL NOT BE REQUIRED. COMPACTION REQUIREMENTS FOR BASE COURSES PERCENT OF DENSITY AS DETERMINED BY COMPACTION RATIO (TEX 113 - E) ITEM MATERIAL ALL ROADWAYS COURSE MIN. DENSITY 247 FLEX BASE (COMPL IN PLACE) 1 98 (TYDGR6CL4) 2 100 BASIS OF ESTIMATE ITEM DESCRIPTION RATE BASIS QUANTITY 160 FURN & PLAC TOPSOIL 1 CY /7 SY 65,054 SY 9,293 CY* 164 SEED FOR EROSN CONT 65,054 SY 13.4 AC* 166 FEAT (13 13 - 13) . 1/8 LB /SY 65,054 SY 4.1 TON* 168 VEG WATERING 30 GAL /SY 65,054 SY 2,168 MG 204 SPRINK (ITEM 132) 30 GAL/CY , 65,678 CY , 2,189 MG* (ITEM 160) 100 GAL/CY 9,293 CY 929 MG* (ITEM 247) 30 GAL /CY 29,917 CY 997 MG* 210 ROLL (FLAT WHEEL) (ITEM 247) 1 HR/200 CY 29,917 CY 150 IIR* 211 ROLL (TAMPING) (ITEM 132) 1 HR/200 CY 65,678 CY 328 HR* (ITEM 247) 1 HR/400 CY 29,917 CY 75 HR* 212 ROLL (HEAVY TAMP) (ITEM 132) 213 ROLL (LT PNEU TIRE) (ITEM 132) (ITEM 247) 1 HR/200 CY 65,678 CY 328 HR* 1 HR/500 CY 65,678 CY 131 HR* 1 HR/500 CY 29,917 CY 60 HR* 216 ROLLING (PROOF) (ITEM 260) 1 HR/1.32 STA 105.7 STA 80 HR* 247 FLEX BASE (COMP IN PLAC) 27 CF /CY 807,759 CF 29,917 CY (TY D GR 6 CL 4) 3,618 LB /CY 29,917 CY 54,120 TON* 264 LIME (TY A OR TY C SLURRY) (8 %) 12 LB /CY 23,934 CY 144 TON 310 ASPH MATRL (AE -P) 0.20 GAL/SY 94,830 SY 18,966 GAL 340 ASPH CONC PAV (TY B) (PG 64 -22 (2 IN) 110 LB /SY /IN 94,830 SY 10,431 TON ASPH (AC) 5 % 10,431 TON 522 TON AGGR (TY B) 95 % 10,431 TON 9,909 TON 340 ASPH CONC PAV . (TY C) (PG 70 -22) (2 IN) 110 LB /SY/IN 97,818 SY 10,431 TON ASPH (AC) 5 % 10,431 TON 522 TON AGGR (TY C) 95 % 10,431 TON 9,909 TON 340 ASPH CONC PAV (TY C PV 32) (PG 76 -22) (2 IN) ASPH (AC) AGGR (TY C) 110 LB /SY/IN 97,818 SY 10,431 TON 5 % 10,431 TON 522 TON 95 % 10,431 TON 9,909 TON *FOR INFORMATIONAL PURPOSES ONLY SUMMARY OF SIGNAL INSTALLATION * Item Description (Items to be supplied by the Contractor) Unit Est. CONDUIT (PVC) (SCHD 40) (2 ") LF 1396 CONDUIT (PVC) (SCHD 40) (3 ") LF 980 ELECT CONDUCTOR (NO. 8) INSULATED LF 900 ELECT CONDUCTOR (NO. 8) BARE LF 1886 GROUND BOX TY A (122311) W /APRON EA 10 GROUND BOX TY D (122311) W /APRON EA 9 ELC SRV TY D (120/240) 060(NS)GS (T)TP(0) EA 1 FND FOR TRAF SIG (24" DRILLED SHAFT) LF 11.4 FND FOR TRAF SIG (36 " -B DRILLED SHAFT) LF 60.8 TRAF SIG CNTRL FND CY 6 INSTAL OF HWY TRAF SIG (ISOLATED) EA 1 VEH SIG SEC (12 IN.) EA 40 PED SIG SEC (2 INDICATION)(12 IN.) EA 8 BACK PLATE (3 SEC)(12 IN.) EA 10 BACK PLATE (5 SEC)(12 IN.) EA 2 TRAF SIG CBL (TY A) (5 CONDR) (12 AWG) LF 511 TRAF SIG CBL (TY A) (7 CONDR) (12 AWG) LF 680 TRAF SIG CBL (TY A) (20 CONDR BUNDLE) (12 AWG) LF 2168 TRAF SIG POL ASM STL (1 ARM) (44') EA 2 TRAF SIG POL ASM STL (1 ARM) (48')(ILLUM) EA 2 PED DETECT (PUSH BUTTON) EA 8 VEH DETECT (14 AWG) (BLK) LF 6800 PEDESTAL POLE ASSEM EA 2 SPREAD SPECTRUM RADIO FOR TRAFFIC SIGNALS EA 1 OPTICOM' PRIORITY CONTROL SYSTEM OR EQUIVALENT EA 1 Item Description (Items to be supplied by the City of Round Rock) Unit Est. SIGNAL CONTROLLER EA 1 LOOP DETECTOR AMPLIFIERS EA 16 NOTE: FOR CONTRACTOR'S INFORMATION ONLY. ALL WORK REQUIRED IS SUBSIDIARY TO SPECIAL SPECIFICATION ITEM 6032 "INSTALLATION OF HIGHWAY TRAFFIC SIGNALS :' GENERAL NOTE 1. IT IS THE INTENTION OF THESE PLANS TO PROVIDE A FULLY OPERATIONAL TRAFFIC SIGNAL INSTALLATION. ANY ITEMS REQUIRED BUT NOT SHOWN ARE THE RESPONSIBILITY OF THE CONTRACTOR AND WILL BE SUBSIDIARY TO THE APPROPRIATE BID ITEM GENERAL NOTES GENERAL NOTES CONSTRUCTION NOTES 1. UNLESS OTHERWISE NOTED, THE STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF HIGHWAYS, STREETS AND BRIDGES (1993) OF THE TEXAS DEPARTMENT OF TRANSPORTATION AS ADOPTED BY THE CITY OF ROUND ROCK SHALL" GOVERN MATERIALS AND METHODS USED TO DO THIS WORK. 2. PRIOR TO BEGINNING CONSTRUCTION, THE OWNER OR HIS AUTHORIZED REPRESENTATIVE SHALL CONVENE A PRE- CONSTRUCTION CONFERENCE BETWEEN THE CITY OF ROUND ROCK, CONSULTING ENGINEER, CONTRACTOR(S), AND ANY OTHER AFFECTED PARTIES. ALL PARTIES WILL BE NOTIFIED AT LEAST 48 HOURS PRIOR TO THE TIME OF THE CONFERENCE. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL APPLY FOR AND SECURE ALL PROPER PERMITS FORM THE APPROPRIATE AUTHORITIES. 4. THE CONTRACTOR IS LIMITED IN THE POINTS OF ACCESS TO THE PROJECT. THE ONLY ALLOWABLE ACCESS IS DIRECTLY FROM LOUIS HENNA BLVD. OR FROM LOUIS HENNA BLVD. TO DOUBLE CREEK TO GATTIS SCHOOL ROAD. NO CONSTRUCTION TRAFFIC WILL BE ALLOWED ON GATTIS SCHOOL ROAD EXCEPT AS NOTED ABOVE. ALL CONSTRUCTION ACTIVITIES SHALL CONFORM TO THESE ACCESS POINTS. 5. BLASTING WILL NOT BE WITHOUT WRITTEN PERMISSION OF THE ENGINEER. 6. THE CONTRACTOR SHALL GIVE THE CITY OF ROUND ROCK A MINIMUM OF 48 HOURS NOTICE BEFORE BEGINNING EACH PHASE OF CONSTRUCTION. TELEPHONE 218 -5555, PUBLIC WORKS DEPARTMENT. 7. CONTRACTOR SHALL VERIFY EXACT DEPTH AND LOCATION OF ALL UTILITIES PRIOR TO BEGINNING OF CONSTRUCTION. ANY EXISTING PAVEMENT, CURBS, FENCES AND /OR SIDEWALKS DAMAGED OR REMOVED WILL BE REPAIRED TO A CONDITION AS GOOD AS, OR BETTER THAN, PRECONSTRUCTION CONDITION BY THE CONTRACTOR AT HIS OWN COST. UTILITIES SHALL BE CONTACTED A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION. 8. ALL CONSTRUCTION EQUIPMENT INVOLVED IN ROADWAY WORK SHALL BE EQUIPPED, AS APPROVED BY THE ENGINEER, WITH A PERMANENTLY MOUNTED 360 DEGREE REVOLVING OR STROBE WARNING LIGHT WITH AMBER LENS. THIS LIGHT SHALL HAVE A MINIMUM LENS HEIGHT OF 5" AND DIAMETER OF 5 ". THE LIGHT SHALL HAVE A MOUNTING HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE ROADWAY SURFACE AND SHALL BE VISIBLE FROM ALL SIDES. THIS EQUIPMENT SHALL ALSO HAVE ATTACHED AT EACH SIDE OF THE REAR END OF THE VEHICLE AN APPROVED ORANGE WARNING FLAG MOUNTED NOT LESS THAN 6 FEET ABOVE THE ROADWAY SURFACE. 9. THE CONTRACTOR'S ATTENTION IS DIRECTED TO THE FACT THAT BOTH OVERHEAD AND UNDERGROUND UTILITIES EXIST IN THE VICINITY OF THIS CONSTRUCTION. THE EXACT LOCATION OF UNDERGROUND UTILITIES IS NOT CERTAIN.. THE CONTRACTOR SHALL CONTACT THE AREA UTILITY COMPANIES FOR EXACT LOCATIONS AT LEAST 48 HOURS PRIOR TO COMMENCING ANY WORK THAT MIGHT AFFECT PRESENT UTILITIES. 10. THE CONTRACTOR SHALL PROTECT ALL AREAS OF THE RIGHT OF WAY WHICH ARE NOT INCLUDED IN THE ACTUAL LIMITS OF THE PROPOSED CONSTRUCTION AREAS FROM DESTRUCTION. CARE SHALL BE EXERCISED TO PREVENT DAMAGE TO TREES, VEGETATION, AND OTHER NATURAL SURROUNDINGS. THE AREAS NOT TO BE DISTURBED SHALL BE DETERMINED BY THE ENGINEER THE CONTRACTOR SHALL, AT HIS EXPENSE, RESTORE ANY AREA DISTURBED AS A RESULT OF HIS OPERATIONS TO A CONDITION AS GOOD AS, OR BETTER THAN, PRECONSTRUCTION CONDITION. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MARKING EVERY 100 FOOT STATION, AND SHALL MAINTAIN THE MARKINGS FOR THE DURATION OF THE PROJECT. THIS WORK SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS. 12. THE SUPERINTENDENT SHALL BE AVAILABLE ON THE PROJECT AT ALL TIMES WHEN WORK IS BEING PERFORMED. 13. ALL DESIGN CHANGES, PROPOSED BY THE CONTRACTOR, SHALL BE DESIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF TEXAS AND SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 14. PAVEMENT DESIGN IS DICTATED BY THE GEOTECHNICAL REPORT (RABA - KISTNER BRYTEST CONSULTANTS, INC, NOVEMBER, 2000), AND NOTE THE FOLLOWING PAVEMENT DESIGNS: 6" ASPHALTIC CONCRETE 10" CRUSHED LIMESTONE FLEXIBLE BASE 8" LIME TREATED SUBGRADE 15. DUST CONTROL MEASURES WILL BE PROVIDED BY THE CONTRACTOR AT THE DISCRETION OF THE ENGINEER. 16. BASE DENSITY AND THICKNESS TESTS ARE REQUIRED PRIOR TO APPLICATION OF PRIME COAT. 17. ALL TESTING SHALL BE MADE BY AN INDEPENDENT LABORATORY. AN AUTHORIZED REPRESENTATIVE OF THE OWNER SHALL BE PRESENT WHEN SUCH TESTS ARE MADE. THE ACTUAL NUMBER OF INDIVIDUAL TEST LOCATIONS REQUIRED SHALL BE DETERMINED BY THE ENGINEER OR HIS AUTHORIZED REPRESENTATIVE. THE FIRST TEST WILL BE AT OWNERS EXPENSE, ALL RETESTS SHALL BE AT CONTRACTOR'S EXPENSE. 18. BACKFILL BEHIND CURBS SHALL BE COMPACTED AS DIRECTED BY THE ENGINEER.. MATERIAL USED FOR CURB BACKFILL SHALL BE PRIMARILY GRANULAR (CLAY MATERIAL WITH P.I. GREATER THAN 35 ARE PROHIBITED) AND FREE FROM STONES LARGER THAN 1 A" IN THEIR GREATEST DIMENSION. 19. EXISTING ASPHALT OR CONCRETE STRUCTURES, DRIVEWAYS, AND PAVEMENT SECTIONS TO BE TIED INTO SHALL BE SAW CUT TO SMOOTH, NEAT LINES. 20. AT INTERSECTIONS WHICH HAVE VALLEY DRAINAGE, THE CROWN OF THE INTERSECTING STREET WILL BE CULMINATED IN A DISTANCE OF 40' FROM THE INTERSECTING CURB LINE UNLESS OTHERWISE NOTED. 21. ALL REINFORCED CONCRETE PIPE USED FOR DRAINAGE PURPOSES SHALL BE ASTM -C76, CLASS III, WALL B, (UNLESS OTHERWISE NOTED ON THE PLANS). ALL JOINTS SHALL BE SEALED WITH "RAM- NECK" JOINT FILLER, OR APPROVED EQUAL, UNLESS STATED OTHERWISE ON THE DRAWINGS. 22. IN ACCORDANCE WITH THE LAWS OF THE STATE OF TEXAS AND THE U.S. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION REGULATIONS, ALL TRENCHES OVER 5 FEET IN DEPTH IN EITHER HARD AND COMPACT OR SOFT AND UNSTABLE SOIL SHALL BE SLOPED, SHORED, SHEETED, BRACED OR OTHERWISE SUPPORTED. FURTHERMORE, ALL TRENCHES LESS THAN 5 FEET IN DEPTH SHALL ALSO BE EFFECTIVELY PROTECTED WHEN HAZARDOUS GROUND MOVEMENT MAY BE EXPECTED. 23. IN ACCORDANCE WITH THE U.S. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION REGULATIONS, WHEN EMPLOYEES. ARE REQUIRED TO BE IN TRENCHES 4 FEET DEEP OR MORE, ADEQUATE MEANS OF EXIT, SUCH AS A LADDER OR STEPS, MUST BE PROVIDED AND LOCATED SO AS TO REQUIRE NO MORE THAN 25 FEET OF LATERAL TRAVEL. 24. TEMPORARY EROSION AND SEDIMENTATION CONTROLS ARE REQUIRED DURING CONSTRUCTION. THE CONTROLS MUST REMAIN IN PLACE UNTIL DISTURBED AREAS ARE REVEGETED AND THE AREAS HAVE BECOME PERMANENTLY STABILIZED. THE TEMPORARY EROSION AND SEDIMENTATION CONTROLS MUST BE INSPECTED PERIODICALLY FOR DAMAGE CAUSED BY CONSTRUCTION ACTIVITIES AND FOLLOWING RAINFALL. DAMAGED OR OBSTRUCTED CONTROLS MUST BE REPAIRED OR REPLACED AS NECESSARY TO MAINTAIN PROPER OPERATION. (SEE SW3P FOR DETAILS) 25. IF ANY SENSITIVE FEATURE IS DISCOVERED DURING CONSTRUCTION, REGULATED ACTIVITIES NEAR THE SENSITIVE FEATURE MUST BE SUSPENDED IMMEDIATELY. THE OWNER MUST IMMEDIATELY NOTIFY THE APPROPRIATE REGIONAL OFFICE OF THE TNRCC OF THE SENSITIVE FEATURE DISCOVERED. REGULATED ACTIVITIES NEAR THE SENSITIVE FEATURE MAY NOT PROCEED UNTIL THE EXECUTIVE DIRECTOR HAS REVIEWED AND APPROVED THE METHODS PROPOSED TO PROTECT THE SENSITIVE FEATURE AND THE EDWARDS AQUIFER FROM ANY POTENTIAL ADVERSE IMPACTS TO WATER QUALITY. 26. ANY MODIFICATION TO THE APPROVED WATER POLLUTION ABATEMENT PLAN MUST BE SUBMITTED TO THE APPROPRIATE REGIONAL OFFICE FOR APPROVAL BY THE EXECUTIVE DIRECTOR OF THE TNRCC BEFORE CONSTRUCTION OF THE PROPOSED MODIFICATION MAY COMMENCE. 27. ALL CONTRACTORS CONDUCTING REGULATED ACTIVITIES ASSOCIATED WITH THIS PROJECT MUST BE PROVIDED WITH COPIES OF THE APPROVED WATER POLLUTION ABATEMENT PLAN AND THE TNRCC LETTER INDICATING THE SPECIFIC CONDITIONS OF ITS APPROVAL. DURING THE COURSE OF THESE REGULATED ACTIVITIES, THE CONTRACTORS ARE REQUIRED TO KEEP ON -SITE COPIES OF THE APPROVED PLAN AND APPROVAL LETTER. 28. ALL SLOPES SHALL BE SODDED OR SEEDED WITH APPROVED GRASS, GRASS MIXTURES OR GROUND COVER SUITABLE TO THE AREA AND SEASON IN WHICH THEY ARE APPROVED. 29. SILT FENCES, ROCK BERMS, SEDIMENTATION BASINS AND SIMILARLY RECOGNIZED TECHNIQUES AND MATERIALS SHALL BE EMPLOYED DURING CONSTRUCTION TO PREVENT POINT SOURCE SEDIMENTATION LOADING OF DOWNSTREAM FACILITIES. SUCH INSTALLATION SHALL BE REGULARLY INSPECTED BY THE CITY OF ROUND ROCK FOR EFFECTIVENESS. ADDITIONAL MEASURES MAY BE REQUIRED IF, IN THE OPINION OF THE ENGINEER, THEY ARE WARRANTED. 30. ALL TEMPORARY EROSION CONTROL MEASURES SHALL NOT BE REMOVED UNTIL FINAL INSPECTION AND APPROVAL OF THE PROJECT BY THE ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN ALL TEMPORARY EROSION CONTROL STRUCTURES AND TO REMOVE EACH STRUCTURE AS APPROVED BY THE ENGINEER. 31. TXU ELECTRIC WILL PROVIDE THE CONTRACTOR WITH ROADWAY ILLUMINATION GROUND BOXES . THE BOXES WILL BE DELIVERED TO THE JOB -SITE WHEN REQUESTED BY THE CONTRACTOR. CONTRACTOR INSTALLED CONDUIT, GROUND BOXES AND FOUNDATIONS MUST BE INSPECTED AND ACCEPTED BY TXU ELECTRIC PRIOR TO ACCEPTANCE BY THE CITY OF ROUND ROCK. 1 I 1 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 ITEM 100 REMOVAL OF ANY OBSTRUCTIONS ON THE RIGHT -OF -WAY AND NOT SHOWN ON THE PLANS IS INCLUDED UNDER PREPARING RIGHT -OF -WAY. BURNING OF BRUSH WILL NOT BE PERMITTED. THE CONTRACTOR MAY BE REQUIRED TO REMOVE OBJECTIONABLE MATERIAL FROM THE RIGHT -OF -WAY BY HAND. ITEM 160 THE ENGINEER SHALL INSPECT ALL TOPSOIL SOURCES BEFORE DIGGING BEGINS. ALL OFF - SITE TOPSOIL SHALL HAVE A MINIMUM PI OF 10. ITEM 164 PAPER MULCH WILL NOT BE PERMITTED. THE SEEDED AREA SHALL BE ESTABLISHED AND GROWING WITH THE PERMANENT GRASS, INCLUDING ADEQUATE COVERAGE AS DETERMINED BY THE ENGINEER, BEFORE THE JOB IS ACCEPTED. IF ALL OTHER WORK IS COMPLETE, TIME CHARGES MAY BE SUSPENDED UNTIL ADEQUATE COVERAGE IS OBTAINED. RYEGRASS WILL NOT BE PERMITTED FOR TEMPORARY COVER. AREAS TO BE SEEDED FOR TEMPORARY EROSION CONTROL SHALL RECEIVE ONE HALF THE RATE OF FERTILIZER AT THE TIME OF TEMPORARY SEEDING AND THE REMAINING HALF AT THE TIME OF PERMANENT SEEDING. ITEM 166 FERTILIZER SHALL BE OF THE 13 -13 -13 ANALYSIS. ITEM 168 THE CONTRACTOR SHALL OBTAIN WATER AT A SOURCE THAT IS METERED OR SHALL FURNISH THE MANUFACTURERS SPECIFICATIONS SHOWING TANK CAPACITY FOR EACH TRUCK USED. THE CONTRACTOR SHALL NOTIFY THE ENGINEER PRIOR TO WATERING SO THAT THE ENGINEER MAY VERIFY METER READINGS OR TRUCK COUNTS. ITEM 204 • SPRINKLING FOR THE CONTROL OF DUST, AS DIRECTED BY THE ENGINEER, WILL BE REQUIRED ON THIS PROJECT. THIS WORK SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS. ITEM 400 ANY CONCRETE OR ASPHALTIC CONCRETE PAVEMENT AREAS SHALL BE CUT WITH THE USE OF A SAW, UNLESS OTHERWISE DIRECTED BY THE ENGINEER. THIS WORK SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS. ITEM 420 A BROOM FINISH WILL BE REQUIRED ON BRIDGE SLABS. TEXTURED SURFACE REQUIREMENTS WILL BE WAIVED ITEM 423 FORM LINERS WILL BE REQUIRED ON THIS PROJECT. SQUARE FOOT SURFACE AREA OF RETAINING WALL IS MEASURED BETWEEN FINISHED GRADE AT TOP OF WALL /COPING AND ESTIMATED TOP OF FOOTING SHOWN ON THE PLANS. TOP OF FOOTING IS TO BE SET AT A MINIMUM OF 2.0' BELOW PROPOSED GROUND. ANY FOOTING ADJUSTMENTS MADE TO ACCOMMODATE THE AVAILABLE OPTIONAL DESIGNS WILL NOT BE MEASURED. THE FOLLOWING MECHANICALLY STABILIZED EARTH (MSE) WALL SYSTEMS ARE APPROVED FOR THIS PROJECT: REINFORCED EARTH WALLS THE REINFORCED EARTH COMPANY 1331 AIRPORT FREEWAY, SUITE 301 EULESS, TEXAS 76040 -4150 (817)283 -5503 RETAINED EARTH WALLS FOSTER GEOTECHNICAL 4200 SOUTH HULEN, SUITE 600 FORT WORTH, TEXAS 76109 (817) 738-1305 REINFORCED SOIL EMBANKMENT WALLS TEXAS WELDED WIRE, INC. 645 N. HURST BLVD. HURST, TEXAS 76053 (817)282 -4560 STRENGTHENED EARTH WALLS HANSON CONCRETE PRODUCTS 3500 MAPLE AVENUE DALLAS, TEXAS 75219 (214)525 -5877 TRICON RETAINED SOIL WALLS TRICON PRECAST, INC. 15055 HENRY ROAD HOUSTON, TEXAS 77060 (713) 931 -9832 TENSAR RETAINING WALL SYSTEM TENSAR EARTH TECHNOLOGIES, INC. 5775 -B GLENRIDGE DRIVE ATLANTA, GEORGIA 30328 (404) 250-1290 STRENGTHENED SOIL WALLS SHAW TECHNOLOGIES, INC. P.O. BOX 654 COLEYVILLE, TEXAS 76034 (817) 427 -0997 ITEM 427 ALL CONCRETE STRUCTURES SHALL RECEIVE A SURFACE AREA II CLASS B TYPE II FINISH IN ACCORDANCE WITH ITEM 427 OR AS OTHERWISE SHOWN ON THE PLANS. ITEM 432 ALL CLASS `B" RIPRAP SHALL BE FIVE (5) INCHES THICK UNLESS SHOWN OTHERWISE ON THE PLANS. ADDITIONAL RIPRAP MAY BE REQUIRED, AS DETERMINED BY THE ENGINEER, NEAR THE END OF PROJECT COMPLETION DUE TO UNANTICIPATED EROSION LOCATIONS. ITEM 462 THE CONTRACTOR WILL BE REQUIRED TO REMOVE ALL SILT FROM NEW AND EXISTING CULVERTS TO PROVIDE SILT FREE CULVERTS AT THE TIME OF PROJECT ACCEPTANCE. ITEM 464 THE BREAKS SHOWN ON THE PLANS IN THE ALIGNMENT AND /OR GRADE OF PIPE SEWERS SHALL BE ADJUSTED TO PROVIDE CURVATURE AS REQUIRED. ITEM 465 EXCAVATION, BACKFILL, FRAMES, GRATES, RINGS AND COVERS SHALL BE CONSIDERED SUBSIDIARY TO THIS BID ITEM. ITEM 504 ONE (1) FIELD OFFICE (TYPE C STRUCTURE) WILL BE REQUIRED. THE CONTRACTOR SHALL CONSTRUCT A 6 FEET CHAIN LINK BARRIER FENCE AROUND THE FIELD OFFICE AT A SITE DETERMINED BY THE ENGINEER. THIS ENCLOSURE IS TO BE APPROXIMATELY 100 FEET X 100 FEET, HAVE ONE 12 FOOT VEHICULAR GATE, AND IS FOR THE EXCLUSIVE USE OF CITY PERSONNEL AND CITY VEHICULAR STORAGE. A SECURITY LIGHT WILL BE REQUIRED. UPON COMPLETION OF THE PROJECT, THE FENCE SHALL BE REMOVED AND BECOME PROPERTY OF THE CONTRACTOR. ALL REQUIRED WORK AND MATERIALS WORK WILL NOT BE PAID FOR DIRECTLY BUT SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS. AN EQUIVALENT STRUCTURE MAY BE SUBSTITUTED IN LIEU OF THAT SPECIFIED UNDER THIS ITEM. EQUIVALENT STRUCTURE SHALL BE AS DETERMINED BY THE ENGINEER, AND ACCEPTED ONLY WITH HIS WRITTEN APPROVAL. . A CHEMICAL TOILET SHALL BE PROVIDED ADJACENT TO THE FIELD OFFICE FOR THE EXCLUSIVE USE OF CITY PERSONNEL ASSIGNED TO THIS PROJECT. ITEM 540 • LIMITS OF THE METAL BEAM GUARD FENCE MAY BE MODIFIED TO THE EXTENT DETERMINED BY THE ENGINEER PRIOR TO ERECTION. ALL PROPOSED METAL BEAM GUARD FENCE SHALL BE NEW RAIL FURNISHED FROM THE CONTRACTOR'S NEW STOCK. THE TIMBER POSTS SHALL BE DOMED, 59" IN LENGTH, AND SHALL NOT BE PAINTED. STEEL POSTS WILL BE REQUIRED AT LOCATIONS WHERE THE MINIMUM EMBEDMENT OF 3' -2" OF WOODEN POSTS CANNOT BE ACHIEVED. THE STEEL POSTS LENGTHS SHALL BE FIELD VERIFIED PRIOR TO FABRICATION. ITEM 556 PIPE UNDERDRAINS SHALL BE PLACED AS SHOWN IN THE PLANS OR AS DIRECTED BY THE ENGINEER DURING CONSTRUCTION. ITEM 618 REFER TO PLANS AND SPECIFICATIONS FOR TYPE OF CONDUIT. ALL COUPLINGS AND CONNECTIONS SHALL BE TIGHT AND WATERPROOF. ALL PROPOSED AND EXISTING CONDUIT SHALL BE BROUGHT INTO A PULL BOX AND ELBOWED UNLESS OTHERWISE SHOWN. WHERE A CONDUIT RUN TERMINATES, A BUSHING SHALL BE PROVIDED TO PROTECT THE WIRE FROM ABRASION. IN THE EVENT ANY CONDUIT SHOWN ON THESE PLANS OR EXISTING PROVES TO BE UNUSABLE DUE TO LOCATION OR DAMAGE, IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPLACE SUCH SECTION OF CONDUIT WITH THE SIZE AND TYPE INDICATED ON THESE PLANS. ANY RIPRAP WHICH MUST BE REMOVED TO INSTALL CONDUIT SHALL BE SAW CUT AND REPLACED BY LIKE MATERIAL AND TEXTURE AS DIRECTED BY THE ENGINEER. THE CONDUIT SHALL BE PLACED ON A 2" SAND CUSHION AND THEN BACKFILLED WITH A MINIMUM OF 6" SAND FILL. THE REMAINDER OF THE TRENCH SHALL BE BACKFILLED WITH FLEXIBLE BASE, SOIL, OR TWO SACK CONCRETE AS REQUIRED BY THE LOCATION OF THE CONDUIT OR AS DIRECTED BY THE ENGINEER. CONDUIT PLACED ON BRIDGE STRUCTURES SHALL BE PLACED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. ALL UNDERGROUND CONDUIT BENDS OF 45 DEGREES OR MORE IN PVC CONDUIT SYSTEMS, INCLUDING BENDS INTO GROUND BOXES, SHALL BE MADE WITH RIGID METAL CONDUIT. WHERE THE RIGID METAL CONDUIT EXTENDS INTO GROUND BOXES, THE METAL CONDUIT SHALL BE BONDED TO THE GROUTING CONNECTION WITH GROUNDING TYPE BUSHINGS OR BY OTHER UL LISTED GROUNDING CONNECTORS APPROVED BY THE ENGINEER. RIGID METAL BENDS SHALL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCIDENTAL TO THE PVC CONDUIT SYSTEM. ITEM 620 EACH ILLUMINATION CONDUCTOR INSTALLED IN A SIGNAL POLE SHALL BE CLEARLY AND PERMANENTLY MARKED "ILLUMINATION' WHERE IT CAN BE CLEARLY SEEN FROM THE SIGNAL POLE HAND POLE. ALL WIRING NOT COVERED BY THE PLANS AND SPECIFICATIONS SHALL BE IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE. ALL FITTINGS, BRACKETS, AND JUNCTION BOXES NECESSARY TO COMPLETE INSTALLATIONS WILL NOT BE PAID FOR DIRECTLY BUT SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS. ALL ELECTRICAL CONNECTORS FOR BREAKAWAY POLES SHALL BE BREAKAWAY (BUCHANNAN 65U, BUSSMANN HEBW, LITTELFUSE LEB, OR EQUAL) IN ACCORDANCE WITH RID (2). ALL ELECTRICAL CONNECTIONS FOR NEUTRALS SHALL BE BREAKAWAY, SHALL HAVE A WHITE COLOR MARKING, AND SHALL HAVE A PERMANENTLY INSTALLED SOLID NEUTRAL (BUCHANNAN 20U, BUSSMANN HET, LITTELFUSE LET, OR EQUAL). ITEM 624 ALL GROUND BOXES FOR THIS PROJECT SHALL BE PRECAST CONCRETE OF THE SIZE AND TYPE SPECIFIED. 1 1 1 1 1 1 r 1 1 1 1 1 ITEM 628 FUSES AND FUSE HOLDERS SHALL BE IN ACCORDANCE WITH NEMA AND UL STANDARDS. FUSES SHALL BE OF THE CARTRIDGE TYPE. ED (3) & (4) REQUIRES THAT THE ENCLOSURE AND DISCONNECT COMBINATION BE RATED AS SERVICE ENTRANCE EQUIPMENT. THE MERE ASSEMBLAGE OF UL LISTED COMPONENTS DOES NOT MEET THIS SPECIFICATION AND WILL NOT BE ACCEPTED. THE ENCLOSURE AND DISCONNECT COMBINATION FOR TYPES A, B, AND C SERVICES MUST HAVE A UL LABEL STATING "ENCLOSED INDUSTRIAL CONTROL PANEL" OR OTHER WORDING INDICATING THAT THE PANEL ASSEMBLY IS UL LISTED AS SERVICE EQUIPMENT. THE DISCONNECT OPERATING HANDLE FOR TYPES A, B, AND C SERVICE ENCLOSURES SHALL BE FLANGE MOUNTED, NOT DOOR MOUNTED, AND SHALL LATCH THE DOOR WHEN THE SWITCH IS IN THE CLOSED POSITION. THE HANDLE SHALL BE LOCKABLE IN BOTH THE OPEN AND CLOSED POSITIONS. ITEM 666 REFLECTIVE PAVEMENT MARKINGS TYPE II SHALL BE PLACED AS A SEALER FOR REFLECTIVE PAVEMENT MARKINGS TYPE I AND SHALL BE PLACED IN IDENTICAL LOCATION AND QUANTITY AS REFLECTIVE PAVEMENT MARKINGS TY I SHOWN ON PLANS. ITEM 672 BITUMINOUS ADHESIVE SHALL BE USED TO BOND ALL RAISED PAVEMENT MARKERS TO THE PAVEMENT. THE BITUMINOUS ADHESIVE SHALL BE PLACED AT A TEMPERATURE RANGE OF 380 TO 390 DEGREES FAHRENHEIT. THE PAVEMENT MARKER SHALL BE PLACED ON THE BITUMINOUS ADHESIVE APPROXIMATELY TWENTY (20) SECONDS AFTER THE ADHESIVE IS PLACED ON THE PAVEMENT. THE PAVEMENT MARKER SHALL REST SOLELY ON THE ADHESIVE AND NOT THE PAVEMENT SURFACE. THERE SHALL BE AT LEAST A ONE EIGHTH (1/8) INCH LAYER OF BITUMINOUS ADHESIVE BETWEEN THE PAVEMENT MARKER AND THE PAVEMENT SURFACE. ITEM 680 ALL FEES AND COSTS FOR PERMITS AND FOR WORK DONE BY THE UTILITY COMPANIES OR THE CONTRACTOR FOR ANY UTILITY ADJUSTMENTS AND FOR THE CONNECTION OF POWER SERVICE THAT MAY BE NECESSARY WILL BE CONSIDERED SUBSIDIARY TO THE BID ITEM 6032 "INSTALLATION OF HIGHWAY TRAFFIC SIGNALS" AND WILL NOT BE PAID FOR DIRECTLY. ITEM 682 THE SIGNAL HEADS SHALL BE MADE OF POLYCARBONATE AND SHALL BE HOODED AND COVERED UNTIL THE SIGNAL SYSTEM IS PUT INTO INITIAL FLASH OPERATION. THE SIGNAL HEAD SHALL BE ONE WAY WITH THE PROPER NUMBER OF SECTIONS AS SHOWN IN THE PLANS. EACH HEAD SHALL BE BRIGHT YELLOW IN COLOR. THE CONTRACTOR SHALL FURNISH ALL LAMPS REQUIRED FOR THE TRAFFIC SIGNAL ILLUMINATION. THE CONTRACTOR SHALL AT HIS EXPENSE REPLACE ALL BURNED OUT OR DEFECTIVE LAMPS FOR A PERIOD OF FOUR (4) WEEKS FROM THE DATE OF THE INITIAL FLASH TURN ON. AT THE END OF THIS FOUR (4) WEEK PERIOD THE ENGINEER WILL RELIEVE THE CONTRACTOR OF ANY MAINTENANCE OF THE SIGNAL SYSTEM. ITEM 684 e A MINIMUM OF 2 FEET FOR EACH CABLE RUN SHALL BE LEFT IN EACH PULL BOX AND A MINIMUM LENGTH OF 2 FEET SHALL BE LEFT IN EACH STEEL POLE IN ADDITION TO THE REQUIRED LENGTH FOR EACH SEPARATE CABLE. FOR EACH CONDUCTOR TERMINATING IN THE CONTROLLER CABINET, AN EXTRA 5 -FOOT LENGTH SHALL BE PROVIDED. ALL CONDUCTORS ARE TO BE CONTINUOUS WITHOUT SPLICE FROM TERMINAL POINT TO TERMINAL POINT OR AS OTHERWISE DIRECTED BY THE ENGINEER. WIRE NUTS WILL NOT BE PERMITTED. ITEM 686 ALL ILLUMINATION WIRE IN CONDUIT SHALL BE SINGLE CONDUCTOR TYPE XHHW NO. 8 A.W.G. STRANDED COPPER. EACH CABLE RUN SHALL INCLUDE ONE (1) NO. 8 A.W.G. BARE STRANDED COPPER FOR GROUNDED PURPOSES. AIR WINGS SHALL BE INSTALLED ON ALL MAST ARMS OF 30 FEET AND OVER. THE COST FOR SUCH INSTALLATIONS SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS. ITEM 688 THE CONTRACTOR SHALL REPAIR OR REPLACE, IF NECESSARY, ANY VEHICLE LOOP DETECTOR WHICH PROVES TO BE INOPERABLE FOR A PERIOD OF FOUR (4) WEEKS FROM THE INITIAL FLASH TURN -ON DATE. AT THE END OF THIS FOUR (4) WEEK PERIOD, THE ENGINEER WILL RELIEVE THE CONTRACTOR OF ANY MAINTENANCE OF THE SIGNAL SYSTEM. ITEM 5004 PRIOR TO STARTING EACH PHASE OF THE CONSTRUCTION, THE ENGINEER WILL REVIEW AND APPROVE THE CONTRACTOR'S PLAN AND PROPOSED METHODS USED FOR EROSION CONTROL AS OUTLINED IN THE ITEM "TEMPORARY EROSION, SEDIMENT AND WATER POLLUTION CONTROL. ITEM 5530 DEAD END ROADWAY BARRICADES SHALL BE PLACED AT THE RIGHT OF WAY LINE AT ALL SIDE STREET CONNECTIONS OR AS DIRECTED BY THE ENGINEER. ITEM 6032 THE PROPOSED SIGNAL SYSTEM LOCATED AT THE INTERSECTION OF A. W. GRIMES AND GATTIS SCHOOL ROAD MAY BE PLACED IN OPERATION PRIOR TO THE COMPLETION OF THE PROJECT. THE MAINTENANCE AND REPAIR OF THIS SIGNAL SYSTEM SHALL BE CONSIDERED SUBSIDIARY TO ITEM 6032 "INSTALLATION OF HIGHWAY TRAFFIC SIGNALS" UNTIL THE PROJECT IS COMPLETED. 1 1 ' TRAFFIC CONTROL NOTES 1. THE CONTRACTOR MAY REQUEST TO ALTER THE TRAFFIC CONTROL PLAN AND SUGGESTED SEQUENCE OF WORK. ANY REQUESTS MUST BE SUBMITTED TO THE I ENGINEER IN WRITING AND WILL BE SUBJECT TO WRITTEN APPROVAL. 2. WRITTEN PERMISSION FROM THE ENGINEER IS REQUIRED BEFORE SUBSTITUTING OTHER DEVICES FOR THOSE SHOWN ON THE TRAFFIC CONTROL PLAN SHEETS. 3. ALL SIGNS, BARRICADES, AND PAVEMENT MARKINGS SHALL CONFORM TO THE "WORK ZONE STANDARDS" AND THE "TRAFFIC CONTROL PLAN STANDARDS" OF THE TEXAS DEPARTMENT OF TRANSPORTATION TRAFFIC OPERATIONS DIVISION AND TO THE "TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES ". 4. THE CONTRACTOR SHALL TAKE CARE TO ASSURE THAT ALL TRAFFIC CONTROL DEVICES AND WORK ZONE PAVEMENT MARKINGS ARE KEPT IN A HIGHLY VISIBLE CONDITION (CLEAN, UPRIGHT, AND IN THEIR PROPER LOCATION ). 5. SIGNS, BARRICADES AND CHANNELIZING DEVICES ARE SHOWN AT APPROXIMATE LOCATIONS ON THE TRAFFIC CONTROL RELATED STANDARDS. ACTUAL LOCATIONS MAY ' VARY AS DICTATED BY FIELD CONDITIONS OR AS DIRECTED BY THE ENGINEER. 6. ANY DEVICE PLACED BY THE CONTRACTOR SHALL BE LOCATED IN SUCH A MANNER AS NOT TO INTERFERE WITH THE SIGHT DISTANCE OF DRIVERS ENTERING THE ROADWAY. 7. IF OTHER SIGNS, BARRICADES, ETC., ARE DEEMED NECESSARY BY THE ENGINEER TO CONTROL AND /OR PROVIDE SAFETY FOR THE TRAVELING PUBLIC AT ANY TIME DURING THE DURATION OF THIS PROJECT, THE CONTRACTOR SHALL PROVIDE THESE ADDITIONAL 1 TRAFFIC CONTROL DEVICES. PAYMENT WILL NOT BE MADE DIRECTLY BUT WILL BE CONSIDERED SUBSIDIARY TO BID ITEM 502, "BARRICADES, SIGNS, AND TRAFFIC HANDLING ". ' 8. WORK WILL ONLY BE ALLOWED ON GATTIS SCHOOL ROAD FROM 9:00 AM TO 4:00 PM MONDAY THROUGH FRIDAY. ANY DEVIATIONS FROM THIS SCHEDULE SHALL FIRST BE APPROVED BY THE ENGINEER. 9. THE CONTRACTOR WILL BE REQUIRED TO MAINTAIN A MINIMUM OF ONE THROUGH LANE IN EACH DIRECTION ON GATTIS SCHOOL ROAD EXCEPT WITH THE WRITTEN PERMISSION OF THE ENGINEER. 10. THE USE OF ADVANCE WARNING FLASHING ARROW PANELS IS REQUIRED FOR THE CLOSING OF TRAFFIC LANES. THE CONTRACTOR SHALL BE REQUIRED TO FURNISH ONE STAND -BY UNIT, IN GOOD WORKING CONDITION AT THE JOB SITE, READY FOR IMMEDIATE USE. 1 11. IF, AT ANY TIME, TRAFFIC LANES NEED TO BE LESS THAN 10 FEET IN WIDTH, THE CONTRACTOR SHALL PROVIDE FLAGGERS AT THE UPSTREAM END OF THIS RESTRICTION. THESE RESTRICTIONS SHALL BE REMOVED FOR NIGHTTIME TRAFFIC. 12. THOSE PORTIONS OF THE PROJECT WHICH REQUIRE CONSTRUCTION UNDER TRAFFIC SHALL BE MAINTAINED IN A CONDITION ACCEPTABLE TO THE ENGINEER. THIS WORK WILL NOT BE PAID FOR DIRECTLY BUT WILL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS. 13. CONSTRUCTION IN ANY AREA THAT IS ADVERSELY AFFECTING TRAFFIC FLOW AND /OR ' SAFETY MUST BE PURSUED DILIGENTLY BY THE CONTRACTOR. IF, IN THE OPINION OF THE ENGINEER, CONSTRUCTION IS NOT PROCEEDING TOWARDS COMPLETION IN THESE AREAS, THE ENGINEER MAY REQUIRE THE CONTRACTOR TO ALTER THE WORK SCHEDULE TO EXPEDITE COMPLETION IN THE AREAS OF CONCERN. 1 14. THE CONTRACTOR IS RESPONSIBLE FOR CONTINUED PROPERTY ACCESS DURING ALL PHASES OF CONSTRUCTION. A MINIMUM OF ONE DRIVEWAY MUST REMAIN OPEN TO EACH PROPERTY AT ALL TIMES. 15. THE CONTRACTOR IS RESPONSIBLE FOR PROPER DRAINAGE DURING ALL PHASES OF CONSTRUCTION. WATER WILL NOT BE ALLOWED TO POND ON ANY ROADWAY SURFACE AND RUNOFF FROM ADJACENT PROPERTIES SHALL NOT BE IMPEDED. THIS MAY INVOLVE THE CONSTRUCTION OF TEMPORARY DRAINAGE FACILITIES AS DIRECTED BY THE ENGINEER. THE COST OF ANY ADDED MATERIALS REQUIRED FOR THE CONSTRUCTION AND MAINTENANCE OF ANY TEMPORARY DRAINAGE FACILITIES WILL NOT BE PAID FOR DIRECTLY BUT WILL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS INVOLVED. WATER LINE NOTES 1. THE STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF HIGHWAYS, STREETS AND BRIDGES OF THE CITY OF AUSTIN, AS ADOPTED BY THE CITY COUNCIL OF ROUND ROCK, SHALL GOVERN MATERIALS AND METHODS FOR THE WATER LINE CONSTRUCTION. 2. PIPE MATERIAL FOR WATER MAINS SHALL BE PVC (AWWA C -900, MIN. CLASS 200), OR DUCTILE IRON (AWWA C -100, MIN. CLASS 200). 3. PRESSURE TAPS SHALL BE IN ACCORDANCE WITH CITY OF AUSTIN STANDARD SPECIFICATIONS, ITEM 510. THE CONTRACTOR SHALL PERFORM ALL EXCAVATION, ETC. AND SHALL FURNISH, INSTALL AND AIR TEST THE SLEEVE AND VALVE. A CITY INSPECTOR MUST BE PRESENT WHEN THE CONTRACTOR MAKES A TAP, AND /OR ASSOCIATED TESTS. A MINIMUM OF TWO (2) WORKING DAYS NOTICE IS REQUIRED. 4. UNLESS OTHERWISE DIRECTED BY THE ENGINEER, DEPTH OF COVER FOR ALL LINES OUT OF THE PAVEMENT SHALL BE 42" MIN., AND DEPTH OF COVER FOR ALL LINES UNDER PAVEMENT SHALL BE A MIN. OF 30" BELOW SUBGRADE. 5. ALL FIRE HYDRANT LEADS SHALL BE DUCTILE IRON PIPE (AWWA C -100, MIN. CLASS 200). 6. ALL IRON PIPE AND FITTINGS SHALL BE WRAPPED WITH MINIMUM 8 -MILL POLYETHYLENE. 7. THE CONTRACTOR SHALL CONTACT THE PUBLIC WORKS INSPECTION DEPARTMENT AT 218 -5555 48 HOURS PRIOR TO CONNECTING TO EXISTING WATER LINES. 8. ANY WORK, WHICH REQUIRES ANY EXISTING WATER LINE ALONG GATTIS SCHOOL ROAD TO BE SHUT DOWN, MUST BE DONE AT NIGHT. THE ACTUAL CLOSURE TIME SHALL BE APPROVED BY THE CITY OF ROUND ROCK 48 HOURS IN ADVANCE OF ANY WORK BEGINNING . 9. THE CONTRACTOR MUST OBTAIN A BULK WATER PERMIT OR PURCHASE AND INSTALL A WATER METER FOR ALL WATER USED DURING CONSTRUCTION. A COPY OF THIS PERMIT MUST BE CARRIED AT ALL TIMES BY ALL WHO USE WATER. 10. LINE FLUSHING OR ANY ACTIVITY USING A LARGE QUANTITY OF WATER MUST BE SCHEDULED WITH THE WATER & WASTEWATER SUPERINTENDENT, TELEPHONE 218 -5555. 11. FIRE HYDRANTS SHALL BE PAINTED RED IN CONFORMANCE WITH THE CITY OF ROUND ROCK STANDARDS. 12. THE ALIGNMENT SHOWN ON THE PLANS SHALL BE ACHIEVED BY DEFLECTION, EXCEPT WHERE SPECIFIC FITTINGS ARE CALLED FOR ON THE PLANS. THERE WILL BE NO ADDITIONAL PAYMENTS FOR FITTINGS USED FOR DEFLECTION PURPOSES. UNDER NO CONDITIONS SHALL THE CONTRACTOR EXCEED THE MAXIMUM DEFLECTION ANGLE RECOMMENDED BY THE PIPE MANUFACTURER. 13. THE CONTRACTOR, AT HIS EXPENSE, SHALL PERFORM STERILIZATION OF ALL POTABLE WATER LINES CONSTRUCTED AND SHALL PROVIDE ALL EQUIPMENT (INCLUDING TEST GAUGES), SUPPLIES (INCLUDING CONCENTRATED CHLORINE DISINFECTING MATERIAL), AND NECESSARY LABOR REQUIRED FOR THE STERILIZATION PROCEDURE. THE STERILIZATION PROCEDURE SHALL BE MONITORED BY CITY OF ROUND ROCK PERSONNEL. WATER SAMPLES WILL BE COLLECTED BY THE CITY OF ROUND ROCK TO VERIFY EACH " TREATED LINE HAS ATTAINED AN INITIAL CHLORINE CONCENTRATION OF 50 PPM. WHERE MEANS OF FLUSHING IS NECESSARY, THE CONTRACTOR, AT HIS EXPENSE, SHALL PROVIDE FLUSHING DEVICES AND REMOVE SAID DEVICES PRIOR TO FINAL ACCEPTANCE BY THE CITY OF ROUND ROCK. 14. SAMPLING TAPS SHALL BE BROUGHT UP TO 3 FEET ABOVE GRADE AND SHALL BE EASILY ACCESSIBLE FOR CITY PERSONNEL. AT THE CONTRACTOR'S REQUEST, AND IN HIS PRESENCE, SAMPLES FOR BACTERIOLOGICAL TESTING WILL BE COLLECTED BY THE CITY OF ROUND ROCK NOT LESS THAN 24 HOURS AFTER THE TREATED LINE HAS BEEN FLUSHED OF THE CONCENTRATED CHLORINE SOLUTION AND CHARGED WITH WATER APPROVED BY THE CITY. THE CONTRACTOR SHALL SUPPLY A CHECK OR MONEY ORDER, PAYABLE TO THE TEXAS DEPARTMENT OF HEALTH, TO COVER THE FEE CHARGED FOR TESTING EACH WATER SAMPLE. 15. THE CONTRACTOR, AT HIS EXPENSE, SHALL PERFORM PRESSURE PIPE HYDROSTATIC TESTING OF ALL WATER LINES CONSTRUCTED AND SHALL PROVIDE ALL EQUIPMENT (INCLUDING PUMPS AND GAUGES), SUPPLIES AND LABOR NECESSARY TO PERFORM THE TESTS. PRESSURE TESTING SHALL BE MONITORED BY CITY OF ROUND ROCK PERSONNEL. 16. THE CONTRACTOR SHALL PROVIDE THE CITY OF ROUND ROCK PUBLIC WORKS DEPARTMENT NO LESS THAN 24 HOURS NOTICE PRIOR TO PERFORMING STERILIZATION, QUALITY TESTING OR PRESSURE TESTING. 17. THE CONTRACTOR SHALL NOT OPEN OR CLOSE ANY VALVES UNLESS AUTHORIZED BY THE CITY OF ROUND ROCK. 18. ALL VALVE BOXES AND COVERS SHALL BE CAST IRON. I9. ALL VALVE LOCATIONS SHALL BE APPROPRIATELY MARKED AS FOLLOWS: VALVE "V" ON FACE OF CURB TOOLS FOR MARKING THE CURB SHALL BE PROVIDED BY THE CONTRACTOR. OTHER APPROPRIATE MEANS OF MARKING VALVE LOCATIONS SHALL BE PROVIDED IN AREA WITHOUT CURBS. SUCH MEANS OF MARKING SHALL BE AS SPECIFIED BY THE ENGINEER AND ACCEPTED BY THE CITY OF ROUND ROCK. 20. CONTACT CITY OF ROUND ROCK PUBLIC WORKS DEPARTMENT AT 218 -5555 FOR ASSISTANCE IN OBTAINING EXISTING WATER AND WASTEWATER LOCATIONS. 21. THE CONTRACTOR SHALL OBTAIN AND INSTALL BLUE REFLECTORIZED DELINEATORS 2 TO 3 FEET OFFSET FROM THE CENTER OF PAVED STREETS OPPOSITE ALL NEWLY INSTALLED FIRE HYDRANTS. 22. SAND, AS DESCRIBED IN SPECIFICATION ITEM NO. 510 PIPE, SHALL NOT BE USED AS BEDDING MATERIAL FOR WATER LINES. ACCEPTABLE BEDDING MATERIALS ARE PIPE BEDDING STONE, PEA GRAVEL AND IN LIEU OF SAND A NATURALLY OCCURRING OR MANUFACTURED STONE MATERIAL CONFORMING TO ASTM C 33 FOR STONE QUALITY AND MEETING THE FOLLOWING GRADATION SPECIFICATION SIEVE SIZE PERCENT RETAINED BY WEIGHT 1/2" 0 3 \8" 0 - #4 40 - 85 #10 95 -100 23. ANY EXISTING IMPROVEMENTS, INCLUDING DRAINAGE FACILITIES DISTURBED BY CONSTRUCTION SHALL BE RESTORED BY THE CONTRACTOR AT HIS EXPENSE, TO A CONDITION EQUAL TO, OR BETTER THAN PRE - CONSTRUCTION CONDITION. 24. ANY PORTION OF THIS PROJECT WHICH IS IMPROPERLY PLACED AND /OR CONFLICTS WITH ANY ROADWAY STRUCTURE SHALL BE REMOVED AND CORRECTLY PLACED. THE • CONTRACTOR WILL BE RESPONSIBLE FOR ALL ASSOCIATED COSTS. 25. CONSTRUCTION OPERATIONS SHALL BE CONDUCTED IN SUCH A MANNER AS TO PROTECT ROADWAY FACILITIES AT ALL TIMES. 1 • APPROVED RNY CI vial Volume II SPECIAL SPECIFICATIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WAGE RATE The wage rates are hereinafter listed are those predetermined by the Secretary of Labor to be the minimum wages to be paid laborers and mechanics on this project. Index No. Per Hour Craft 100 $ 8.08 Air Tool Operator 103 11.00 Asphalt Heater Operator 106 8.00 Asphalt Raker 109 7.97 Asphalt Shoveler 112 11.00 Hatching Plant Weigher 118 10.80 Carpenter, Rough 124 9.57 Concrete Finisher (Paving) 130 ` 8.83 Concrete Finisher (Structures) 136 8.52 Concrete Rubber 139 16.25 Electrician 150 6.86 Flagger 151 8.77 Form Builder (Structures) 157 8.00 Form Liner (Paving & Curb) 160 8.68 Form Setter (Paving 6 Curb) 166 8.73 Form Setter (Structures) 172 7.12 Laborer, Common 175 7.99 - Laborer, Utility 187 12.15 Mechanic 193 11.40 Oiler 194 8.44 Servicer 196 10.00 Painter (Structure) 205 8.27 Pipe Layer Power Equipment Operator: 300 9.70 Asphalt Distributor 303 9.26 Asphalt Paving Machine ' 305 7.12 Broom or Sweeper Operator ' 306 9.28 Bulldozer 315 7.79 Concrete Paving Curing Machine 318 11.00 Concrete Paving Finishing Machine 333 9.79 Concrete Paving Saw 341 11.15 Slip£orm Machine Operator 342 10.12 Crane, Clamshell, Backhoe, Derrick, Dragline, Shovel, 363 15.00 Foundation Drill Operator (Truck Mounted) 369 8.86 Front End Loader 375 10.81 Hoist (Double Drum and Less) 381 7.12 Mixer 387 11.00 Mixer - (Concrete Paving) 1 -3 Texas Decision No. TX99 -43 TX99 -43 3 -12 -99 390 12.37 Motor Grader Operator Fine Grade 393 11.14 Motor Grader Operator 396 - 8.31 Pavement Marker Machine 397 15.75 Planer Operator 402 7.73 Roller Steel Wheel (Plant-Mix Pavements) 405 7.33 Roller, Steel Wheel (Other-Flat Wheel or Tamping) 408 7.17 Roller, Pneumatic, Self-Propelled 411 8.38 Scrapers 422 9.40 Tractor (Crawler Type) 434 7.92 Traveling Mixer 440 9.92 Trenching Machine, Heavy 443 8.00 Wagon Drill, Boring Machine or Post Hole Driller Operator 500 14.50 ' Reinforcing Steel Setter (Paving) 503 10.61 Reinforcing Steel Setter (Structures) 509 11.73 Steel Worker (Structural) 515 8.55 Spreader Box Operator 520 8.29 Work Zone Barricade Servicer 522 7.97 Permanent Ground Mounted Sign Installer Truck Drivers: 600 8.32 Single Axle, Light 603 7.954 Single Axle, Heavy 606 8.02 - Tandem Axle or Semitrailer 609 10.12 Lowboy-Float .. • . 706 11.02 Welder 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)). 2-3 TX99 -43 3-12-99 Power Equipment Operators: Heavy Duty mechanic Boom Equipment Motor Grader Tractor & Scrapers Pneumatic and Crawler ' Apprentice Schedule Interval Period and Rate* 1000 Hrs 1' 2nd 3rd 4th 5th 6th 7th 8th 1000 Hrs 70 72 -1/2 75 77 -1/2 80 85 90 95 1000 Hrs 70 75 80 85 90 95 1000 Hrs 70 75 80 85 90 95 1000 Hrs 70 75 80 85 90 95 * The apprentice rate is by percentage of the journeyman's rate. This is a "Public Works" Project, as defined in House Bill No. 54 of the 43rd Legislature of the State of Texas and House Bill No. 115 of the 44th Legislature of the State of Texas, and as such is subject to the provisions of said House Bills. This contract is subject to the Work Hours Act of 1962, PL -87 -581 and implementing regulations. ' No provisions herein are .Intended to be in conflict with the above acts. Any laborer, workman or mechanic employed on this project shall be paid at the rate of one and one half (1 -1/2) times the regular rate for every hour worked in excess of forty (40 ) hours per week. Legal holiday work shall be paid for at the regular governing per diem wage rates. THE FOLLOWING LISTED COUNTIES ARE IN THE TX99 -43 AREA; BELL CORYELL TRAVIS BEXAR GUADALUPE WILLIAMSON BRAZOS HAYS COMAL MCLENNAN Construction Type: HEAVY HIGHWAY Heavy (excluding tunnels and dams) and Highway Construction Projects (does not Include building structures in rest areavprojects). *NOT TO BE USED FOR WORK ON WATER TREATMENT PLANTS OR LIFT /PUMP STATIONS IN BELL, CORYELL, MCLENNAN AND WILLIAMSON COUNTIES. 3 -3 TX99 -43 3 -12 -99 1993 Specifications SPECIAL SPECIFICATION ITEM 5004 TEMPORARY EROSION, SEDIMENTATION AND WATER POLLUTION PREVENTION AND CONTROL 1. DESCRIPTION. This Item shall govern the control measures necessary to prevent and control soil erosion, sedimentation and water pollution which may degrade receiving waters including rivers, streams, lakes, reservoirs, tidal waters, groundwater and wetlands. The control measures contained herein shall be installed and maintained throughout the construction contract and coordinated with the permanent or existing temporary pollution control features specified elsewhere on the plans and in the specifications to assure effective and continuous water pollution control throughout the construction and post construction period. These control measures shall not be used as a substitute for the permanent pollution control measures unless otherwise directed by the Engineer in writing. The controls may include sediment control fences, baled hay, rock filter dams,'dikes, swales, sediment traps and basins, pipe slope drains, paved flumes, construction exits, temporary seeding, sodding, mulching, soil retention blankets or other structural or non- structural water pollution controls. This item does not apply to commercial operations. 2. ITEMS OF WORK AND MATERIALS. The items, estimated quantities and locations of the control measures will be shown on the plans; however, the Engineer may increase or decrease the quantity of these items as the need arises. The materials will be shown on the plans and in the specifications. The Engineer may allow other materials and work as the need arises and as approved in writing. 3. PRECONSTRUCTION SUBMITTALS. A. OPERATIONS ON RIGHT OF WAY • Prior to the start of construction, the Contractor shall submit to the Engineer, for written approval, schedules for 'accomplishment of the pollution control measures in accordance with the Storm Water Pollution Prevention Plan (SW3P). A plan for the disposal of waste materials generated on the project site must be submitted for approval, also. The Contractor shall submit to the Engineer, for written approval, the proposed SW3P for the industrial activities (such as hot mix plants, concrete batch plants, or material handling areas) on the right of way. B. OPERATIONS OFF RIGHT OF WAY The Contractor shall provide the Engineer, for information purposes, proposed methods of pollution control for Contractor 1 -5 5004.000 7 -93 operations in areas which are outside the right of way (such as construction and haul roads, field offices, equipment and supply areas, and material sources). Pollution control measures for the Contractor's facilities off the right of way are not covered by the Department's Environmental Protection Agency (EPA) NPDES general permit. The Contractor shall obtain his own Notice of Intent for the off -site operations. These pollution controls will not be measured for payment but shall be performed at the Contractor's expense. For facilities off the right of way, the Contractor is responsible for obtaining all permits required by any governmental entity as outlined in Article 7.2. 4. CONSTRUCTION REQUIREMENTS. A. The Contractor shall provide control measures to prevent or minimize the impact to receiving waters as required by the plans and /or as directed by the Engineer in writing. 'Storm water, discharges associated with industrial activities (such as hot mix plants, concrete batch plants or material handling areas) within the right of way must comply with terms of the EPA's NPDES general permit. For areas of the State which have an average annual rainfall less than 20 inches and where construction operations have ceased for an extended period of time, the disturbed area shall be stabilized as soon as possible. For all areas of the State with an average annual rainfall greater than 20 inches, in any disturbed area where construction activities have ceased, permanently or temporarily, the Contractor shall initiate stabilization of the area by the use of seeding, mulching, soil retention blankets or other appropriate measures within 14 days, except in areas where construction activities are scheduled to resume within 21 days. ' The Contractor shall effectively prevent and control erosion and sedimentation on the site at the earliest practicable time as outlined in the approved schedule. Control measures, where applicable, will be implemented prior to the commencement of each construction operation or immediately after the area has been disturbed. The Contractor shall limit the amount of disturbed earth to the area(s) shown on the plans or as directed by the Engineer. The Engineer has the authority to limit the disturbed surface area exposed by construction operations. If, in the opinion of the Engineer, the Contractor is not able to effectively control soil erosion and sedimentation resulting from construction operations, the Engineer will limit the amount of disturbed area to that which the Contractor is able to control. Should the control measures fail to function effectively, the Contractor shall act immediately to bring the erosion and 2 -5 5004.000 7 -93 sedimentation under control by maintaining existing controls or by providing additional controls as directed by the Engineer. When in the opinion of the Engineer the site is adequately stabilized, the control measures, excepting mulches and soil retention blankets, will be removed and properly disposed of by the Contractor. Soil retention blankets shall be removed only when, in the opinion of the Engineer, final permanent perennial seeding would be adversely affected by the presence of an existing soil retention blanket. All erosion, sediment and water pollution controls will be maintained in good working order. A rain gauge provided by the Department will be located at the project site. Within 24 hours of a rainfall event of 0.5 inch or more as measured by the project rain gauge, the Contractor and Engineer will inspect the entire project to determine the condition of the control measures. Sediment will be removed and devices repaired as soon as practicable but no later than 7 days after the surrounding exposed ground has dried sufficiently to prevent further damage from equipment needed for repair operations. In the event of continuous rainfall over a 24 -hour period, or other circumstances that preclude equipment operation in the area, the Contractor will hand carry and install additional backup devices as determined by the Engineer. The Contractor will remove silt accumulations and deposit the spoils in an area approved by the Engineer as soon as practical. Any corrective action needed for the control measures will be accomplished in the sequence directed by the Engineer, however areas adjacent to waterbodies shall generally have priority followed by devices protecting storm sewer inlets. B. The Contractor shall also conform to the following practices and controls. All labor, tools, equipment and incidentals to complete the following work will not be paid for directly but shall be considered as subsidiary work to the various items included in the contract, unless otherwise noted. (1) Disposal areas, stockpiles and haul roads shall be constructed in a manner that will minimize and control the amount of sediment that may enter receiving waters. Disposal areas shall not be located in any wetland, waterbody or streambed. Construction roads may not be located in or cross any waterbody or streambed without prior approval of the Engineer and shall be done in compliance with applicable rules and regulations. (2) Construction operations in rivers, streams, lakes, tidal water wetlands and other waterbodies shall be restricted to those areas where it is necessary to perform the work shown on the plans. Wherever streams are crossed, temporary bridges, timber mats or other structures shall be used. 3 -5 5004.000 7 -93 (3) Protected storage for paints, chemicals, solvents, fertilizers_ and other potentially toxic materials will be provided by the Contractor at a location approved by the Engineer. (4) Construction staging areas and vehicle maintenance areas shall be constructed by the Contractor in a manner to minimize the runoff of pollutants. Those areas located on the right of way must be approved by the Engineer. The Contractor shall prevent pollution of receiving waters with petroleum products or other hazardous or regulated substances. When work areas or material sources are located adjacent to a waterbody, control measures shall be used to keep sediment and other contaminants from entering the adjacent waterbody. Control devices located on the right of way will be measured for payment. Care shall be taken during the construction and removal of control measures to minimize down - gradient sedimentation. (5) All waterways shall be cleared as soon as practicable of temporary embankment, temporary bridges, matting, falsework, piling, debris or other obstructions placed during construction operations that are not a part of the finished work. (6) Disturbance of vegetation shall be minimized and limited to only what is shown on the construction plans or as directed by the Engineer in writing. (7) The Contractor shall clean paved surfaces as necessary to remove sediment which has accumulated on the 'roadway. C. The project will not be accepted until the Contractor provides a uniform perennial vegetative cover with a density of 70 % of adjacent undisturbed areas, or, if in the opinion of the Engineer, permanent measures (such as riprap, gabions, or geotextiles), supplemented by temporary measures (such as mulching with seed, hay bales, sediment control fences, earth dams, etc.) have been employed that will control erosion, sedimentation and water pollution until sufficient vegetative cover can be established. ' 5. MEASUREMENT AND PAYMENT. If the Contractor is required to install temporary erosion, sediment and water pollution control measures due to his negligence, carelessness, lack of maintenance, or failure to install permanent controls as a part of the work as scheduled, and measures are ordered in writing by the Engineer, such work shall not be measured for payment but shall be performed at the Contractor's expense. All labor, tools, equipment and incidentals to complete the work specified under Subarticle 4.(B) will not be paid for under applicable contract bid items but will be considered subsidiary to the various bid items, unless otherwise noted. 4 -5 5004.000 7 -93 When the need for control measures can not be attributed to the Contractor's negligence, carelessness, lack of maintenance or failure to install permanent water pollution control measures and these measures are shown on the plans and /or directed by the Engineer, these measures shall be measured and paid for in accordance with applicable contract bid items. For work performed under the requirements of this item which is not comparable to work performed under contract bid items, such work shall be performed on a force account basis in accordance with Item 9 or by agreed unit prices. Removal of control measures not incorporated as permanent control measures shall be measured and paid for in accordance with applicable contract bid items. In case of failure on the part of the Contractor to prevent and control soil erosion, sedimentation and water pollution which may degrade receiving water, the Engineer reserves the right to employ outside assistance or to use City forces to provide the necessary corrective measures. All costs including engineering costs will be deducted from any moneys due or to become -due to the Contractor. Pollution control measures may be applicable to Contractor operations outside the right of way where such work is necessary as a result of roadway related construction such as construction and haul roads, e field offices, equipment and supply areas, and material sources. Pollution control measures outside the right of way will not be measured for payment but shall be performed at the Contractor's expense. 5 - 5 5004.000 7 -93 1993 Specifications SPECIAL SPECIFICATION ITEM 5005 ROCK FILTER DAMS FOR EROSION AND SEDIMENTATION CONTROL 1. DESCRIPTION. This Item shall govern for the'materials to be furnished and for the installation, maintenance and removal of rock filter dams of the dimensions shown on the plans. The rock filter dams shall be constructed at the locations shown on the plans and as directed by the Engineer. This Item will be used during construction to control erosion and sedimentation.' 2. MATERIALS. Unless otherwise specified, all aggregate used for the construction of the rock filter dams shall be hard, durable, clean, open - graded, and shall naturally resist crumbling, flaking and eroding. Aggregate gradation shall be 3 to-6 inches for rock filter dams Types 1, 2 and 4 and shall be 4 to 8 inches for Type 3. The galvanized steel wire mesh and tie wires for Types 2 and 3 shall be a minimum 20 gauge unless specified otherwise on the plans. For Type 4: steel wire mesh shall utilize a double twisted hexagonal weave; mesh opening shall be a nominal 2.50" x 3.25 "; steel wire for netting shall be 0.0866" (U.S. Gauge No. 13) minimum; steel wire for selvedges and corners shall be 0.1063" (U.S. Gauge No. 11) minimum; and binding or tie wire shall be 0.0866" (U.S. Gauge No. 13) minimum. Unless otherwise specified, the sandbag material shall be made of polypropylene, polyethylene or polyamide woven fabric, minimum unit weight four (4) ounces per square= yard, Mullen burst strength exceeding 300 psi and ultraviolet stability exceeding 70 percent. The sandbag size shall be 24 to 30 inches in length, 16 to 18 inches in width, six (6) to eight (8) inches thick and weigh 90 to 125 pounds. The sand shall be coarse grade. 3. CONSTRUCTION METHODS. Trees, brush, stumps and other objectionable material shall be removed and disposed of as necessary so as not to interfere with the construction of the filter dams. The filter dams shall be constructed according to the following criteria unless otherwise shown on the plans: (1) Type 1 (non- reinforced). Height - 18 inches minimum, measured vertically from existing ground to top of filter dam. Top Width - 2 feet minimum Slopes- - 2:1 maximum (2) Type 2 (reinforced). Height - 18 inches minimum, measured vertically from existing ground to top of filter dam. 1 -3 5005.000 7 -93 Top Width - 2 feet minimum Slopes - 2:1 maximum The aggregate shall be placed on the galvanized wire mesh to the lines, height and slopes specified without resulting in undue voids, and to the satisfaction of the Engineer. The mesh shall be folded at the upstream side over the aggregate and secured to itself on the downstream side. The mesh shall be attached to itself with wire ties, hog rings, or as directed by the Engineer. (3) Type 3 (reinforced). Height - 36 inches minimum, measured vertically from existing . ground to top of filter dam. Top Width - 2 feet minimum Slopes - 2:1 maximum The aggregate shall be placed on the galvanized wire mesh to the lines, height and slopes specified without resulting in undue voids, and to the satisfaction of the Engineer. The mesh shall be folded at the upstream side over the aggregate and secured to itself on the downstream side. The mesh shall be attached to itself with wire ties, hog rings, or as directed by the Engineer. (4) Type 4 (Sack Gabions). Sack gabions are supplied folded flat, packed in bundles. Single sacks shall be removed from the bundle, unfolded flat on the ground, and all kinks and bends stepped out. For vertical filling, the two sides edge wires are connected by using the lacing wire in a "single loop - double loop" pattern on a 4" to 5" spacing. At one end, the "end lacing rod" must be pulled tight, wrapped around the end and twisted 4 times. At the filling end, the rod shall be pulled tight, cut, leaving about 6" length and twisted 4 times. For horizontal filling, the sack shall be placed flat in a filling trough, filled with stone and then sides connected as described above. The ends shall be secured as described above. Lifting and placing shall be accomplished by placing a No. 6 rebar (or equal) 5' long in the mesh, perpendicularly to the longitudinal axis and close to the knot of one end. Lifting should be made from the central point. Sack gabions shall conform to existing contours. (5) Type 5. Type 5 as shown on the plans. 4. MAINTENANCE. The area upstream from the filter dams shall be maintained in a condition which will allow sediment to be removed following the runoff of a rainfall event. When the silt reaches a depth equal to 1/3 the height of the dam or 1 foot, whichever is less, the Contractor shall remove the accumulated sediment and dispose of it at an approved site in a manner that will not 2 -3 5005.000 7 -93 contribute to additional siltation.' The filter dams shall be reshaped as needed and as directed by the Engineer. The filter dams shall be maintained in place until all upstream areas are adequately stabilized. When the Special Specification, "Temporary Erosion, Sedimentation and Water Pollution Prevention and Control" is in the contract, stabilization shall be as described in Subarticle 4.0 of that specification. The area beneath the filter dams and area damaged by the removal process shall then be stabilized by the Contractor using appropriate methods as approved by the Engineer. 5. MEASUREMENT. This Item will be measured by the linear foot or by the • cubic yard, as shown on the plans. When measured by the linear foot, measurement will be along the centerline of the top of the dam. When measured by the cubic yard, measurement will be the volume of rock computed in its final position by the method of average end areas or in vehicles at the point of delivery. The measured volume will include sandbags, if they are used. Each time the Engineer directs that the filter dam (or portions thereof) be removed or removed and replaced, it will be measured for payment. 6. PAYMENT. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement ", will be paid for at the unit price bid for "Rock Filter Dams ", of the type specified. This price shall be full compensation for furnishing all material; finish backfill and grading; lacing; and for all tools, equipment, labor and incidentals necessary for the construction and maintenance (except as shown below) of the filter dams. When the Engineer directs that the rock filter dam installation (or portions thereof) be replaced, payment will be made at the unit price bid for "Rock Filter Dams (Remove and Replace) ", of the type specified. This price shall be full compensation for the removal and replacement of the rock filter dam and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. The removal of accumulated sediment deposits, as described under "Maintenance ", will be measured and paid for under the pertinent bid - items of the Special Specification, "Earthwork for Erosion Control ". The work performed in the final removal of the rock filter dam installation as described under "Maintenance" and measured as provided above will be paid for at the unit price bid for "Rock Filter Dam (Remove)" of the type specified. This price shall be full compensation for removing the dam from the existing location and properly disposing of it and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Stabilization (as described under "Maintenance ") will be measured and paid for under the various pertinent bid items. 3 -3 5005.000 7 -93 1993 Specifications SPECIAL SPECIFICATION ITEM 5010 CONSTRUCTION EXITS 1. DESCRIPTION. This Item shall govern for the materials to be furnished and for the installation, maintenance, and removal of construction exits of the type and dimensions shown on the plans. This item will be used temporarily during construction to control the tracking of sediment, mud, gravel, etc. from a construction site or other areas identified by the Engineer to a public right of way, street„ sidewalk or parking area. 2. MATERIALS. All materials shall meet the applicable requirements as indicated below for the specified type of construction exit. (1) Rock Construction Exit. Rock used for long- and short -term construction exits shall consist of crushed stone. The aggregates shall be clean, hard, durable materials free from adherent coatings, salt, alkali, dirt, clay, loam, shale, soft or flaky materials, or organic and injurious matter. ' (2) Timber Construction Exit. Timber for long - term construction exits shall consist of treated railroad ties and timbers. The railroad ties and timbers shall be treated to control rot and shall be No. 2 quality or better and free of large and loose knots. Timber shall be fastened with nuts and bolts or lag bolts all of which shall meet or exceed ASTM -A307. Timber for short -term construction exits shall be treated to control rot and shall be No. 2 quality or better and free of large and loose knots. Plywood and /or pressed wafer board shall be a minimum of 1/2 inch thick. (3) Foundation Course. The foundation course shall be flexible base, bituminous concrete, Portland cement concrete or other materials as approved by the Engineer. • 3. CONSTRUCTION METHODS. When tracking conditions exist, traffic shall not be allowed to cross or leave the construction site and move directly onto a public roadway, alley, sidewalk, parking area, or other right of way in areas other than at locations of construction exits. Construction exits can be either for long or short term use. Foundation courses, if needed, shall be used with the long -term construction exits. (1) Long -Term Construction Exit. The exit shall be placed over a foundation course, if needed. The foundation course and /or compacted subgrade shall be properly graded to direct runoff from the construction exit to a sediment trap as shown on the plans or as directed by the Engineer. The exit shall normally be 1 -3 5010.000 7 -93 'constructed a minimum length of 50 feet. The width shall be at least 14 feet for one -way traffic and 20 feet for two -way traffic but shall not be less than, full width of all points of ingress and egress and shall be sufficient for all ingress and egress. (a) Type 1 Construction Exit. This exit shall consist of open - graded crushed stone with a size of four to eight inches as shown on the plans. The depth of the aggregate shall not be less than eight inches. (b) Type 2 Construction Exit. This exit shall be constructed of treated railroad ties and timbers as shown on the plans. (2) Short -Term Construction Exit. (a) Type 3 Construction Exit. This exit shall be either open - graded crushed stone with a size of two to four inches, or plywood or wafer board. This exit shall be used for daily operations when tracking conditions exist such as traffic crossing the construction site at locations where long -term exits are not practicable. (b) Type 4 Construction Exit. This exit shall be as shown on the plans. 4. MAINTENANCE. Exits shall be maintained in a condition which will prevent tracking or flowing of sediment onto public right of way. This may require periodic removal and replacement of stone or timber, or other material as conditions demand and repair and /or clean out of any measures used to trap sediment. Sediment spilled, dropped, washed or tracked onto public right of way shall be immediately removed by the Contractor and disposed of at an approved site and in a manner that will not contribute to additional siltation. When necessary, wheels shall be cleaned to remove sediment prior to entrance onto public right of way. When washing is required, the construction exit shall be graded to drain into a sediment trap or sediment basin. Sediment shall be prevented from leaving the construction site. The construction exits shall be removed promptly when directed by the Engineer. Discarded materials shall become the property of the Contractor for his disposal at an approved site. The area beneath the construction exit and any area damaged by the removal process shall then be stabilized by the Contractor using appropriate methods as approved by the Engineer. When the Special Specification, "Temporary Erosion, Sedimentation and Water Pollution Prevention and Control" is in the contract, stabilization shall be as defined in Subarticle 4.C. of that specification. 5. MEASUREMENT. Construction exits will be measured by the square yard of surface area of completed and accepted work. 2 -3 5010.000 7 -93 Each time the Engineer directs that the construction exit(or a portion thereof) be removed or removed and replaced, it will be measured for payment. 6. PAYMENT. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement ", will be paid for at the unit price bid for "Construction Exits ", of the type specified. This price shall be full compensation for securing and furnishing all materials, including all royalty and freight involved; for loosening, blasting, excavating, screening, crushing when required; for loading all materials; for hauling and delivering to the construction site; for spreading, mixing, blading, dragging, shaping and finishing; cleaning of wheels, when necessary; maintenance (except as shown below); and for all manipulations, labor, tools and incidentals necessary to complete the work. When the Engineer directs that the construction exit (or a portion thereof) be replaced, payment will be made at the unit price bid for "Construction Exits (Remove and Replace) ", of the type specified. This price shall be full compensation for the removal and replacement of the construction exit, and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. The work performed in removing the exits as described under "Maintenance" and measured under "Measurement" will be paid for at the unit price bid for "Construction Exits (Remove) ", of the type specified. This price shall be full compensation for removing, loading, hauling and disposing of all materials to an approved location; for repairing the entrance; and for all manipulations, labor, tools and incidentals necessary to complete the work. Construction of sediment traps as well as the periodic removal of accumulated sediment deposits (as described under "Maintenance ") used in conjunction with the construction exit will be measured and paid for under the pertinent bid items of the Special Specification, "Earthwork for Erosion Control ". Stabilization (as described under "Maintenance ") will be measured and paid for under the various pertinent bid items. 3 -3 . 5010.000 7 -93 1993 Specifications SPECIAL SPECIFICATION ITEM 5012 EARTHWORK FOR EROSION CONTROL 1. DESCRIPTION. This Item shall govern the excavation, embankment and proper disposal operations of the required material necessary for the construction of dikes, swales, sediment basins and traps, and other earthwork measures needed for temporary erosion control. This Item shall also govern the removal and proper disposal of accumulated sediment in all erosion control installations as directed by the Engineer. Materials may be furnished from required excavation in the areas shown on the plans or from off right of way sources obtained by the Contractor and approved by the Engineer. Excavation shall include all materials encountered regardless of their nature or of the manner in which they are removed. 2. MATERIALS. Embankment material shall consist of suitable earth material such as rock, loam, clay or other such materials, as approved by the Engineer that will form a stable embankment. Pipe outlet material shall conform to Item 556, "Pipe Underdrains ", or as accepted by the Engineer and will not be paid for directly but shall be considered as subsidiary to this item. The sandbag material shall be made of polypropylene, polyethylene or polyamide woven fabric, minimum unit weight 4 ounces /square yard, Mullen burst strength exceeding 300 psi and ultraviolet stability exceeding 70 %. 3. EQUIPMENT. All equipment shall be approved by the Engineer prior to use and shall be able to efficiently produce the desired results. The equipment shall be tight and in good operating condition. The equipment will consist of the following as specified on the plans, except that when the bid item "Earthwork (Erosion Control)" is used, the equipment used for excavation and embankment is at the Contractor's option. (1) Dragline. The equipment shall be self - propelled and equipped with a bucket of 1/2 cubic yard capacity or more. (2) Backhoe. The equipment shall be a tractor mounted backhoe capable of excavating a trench at least 12 inches wide in one pass. (3) Excavator. The equipment shall consist of a hydraulic excavator with a retractable, telescoping, rotatable boom and attached interchangeable "excavating or grading bucket of not less than 36 inch width., The entire excavating mechanism shall be mounted on a platform which rotates on a turntable assembly. 1 -4 5012.000 8 -93 (4) Front End Loader. The equipment shall consist of a tractor mounted front end loader with a minimum bucket capacity of 1 -1/4 cubic yards. (5) Blade. The equipment shall be a power maintainer and have dual or four -wheel drive. It shall be equipped with pneumatic tires and have a blade of not less than 12 feet in length, and a wheel base of not less than 16 feet. Unless the maintainer is equipped with a satisfactory scarifier attachment, a scarifier of approved . type shall be provided. (6) Scraper. The equipment shall consist of a scraper of not less than.8 cubic yards capacity (as rated loaded flush by the manufacturer) and shall be self propelled or drawn by suitable power equipment of adequate tractive effort. The equipment shall be capable of self loading to capacity or additional necessary power equipment shall be provided to push or pull the scraper unit to load to capacity. (7) Bulldozer. The equipment shall consist of a tractor with a bulldozer attachment, shall be either of the crawler type or rubber tired type and shall be of adequate tractive effort to perform the work in an efficient manner. The bulldozer attachment shall have not less than an 8 -foot blade. 4. CONSTRUCTION METHODS. All excavation and embankment operations required for the roadway sections shall be performed in such a manner as to minimize erosion. Earth dikes, swales or combinations of the two should be placed along the low crown of daily lift placement or as directed by the Engineer to prevent runoff spillover. Swales and dikes should be placed at other locations as shown on the plans or as directed by the Engineer to intercept or divert runoff. Cuts should be constructed with the low end blocked with undisturbed earth to prevent uncontrolled erosion of sidehills. Sediment traps should be constructed upstream and /or downstream at drainage structures, in conjunction with other erosion control measures, as directed by the Engineer, or as shown on the plans. For drainage locations that serve an area with 10 or more disturbed acres at one time not including offsite areas, a sediment basin. providing 3600 cubic feet of storage per acre drained, or equivalent control measures, may be provided where attainable. (1) Excavation For Erosion Control Features. All excavation for erosion control shall be performed as specified herein and shall conform to the established alignment, grades and cross sections as shown on the plans or as directed by the Engineer. All excavated materials shall become the property of the Contractor, unless otherwise shown on the plans. Suitable excavated materials, including topsoil, may be furnished by the 2 -4 5012.000 8 -93 Contractor and utilized in constructing the required earth embankment erosion control sections. All excavation not utilized in constructing the required roadway sections shall be disposed of by the Contractor at a location suitable to the Engineer and in a manner that will not contribute to additional siltation. (2) Earth Embankment For Erosion Control Features. Prior to placing any embankment, all "Preparing of Right of Way" operations shall have been completed on the areas over which the embankment is to be placed, consistent with scheduled sequence of work operations. Embankment shall be sprinkled and compacted to the extent necessary to meet the intended purpose for the proposed feature, as directed by the Engineer. 5. MAINTENANCE. After completion of the earthen erosion control installation, it shall be continuously maintained to the finished dimensions until all upstream areas are adequately stabilized. When the Special Specification, "Temporary Erosion, Sedimentation and Water Pollution Prevention and Control ", is in the contract, stabilization shall be as described in Subarticle A.C. of that specification, or as directed by the Engineer. Repair and reshaping of these earthen erosion control features, as directed by the Engineer, shall be measured for payment. Earthwork erosion control installations which are to be in place for more than 14 calendar days shall be stabilized by seeding or other methods as approved by the Engineer. Removal of the earthen erosion control installations shall be by excavation and embankment requirements as herein specified unless otherwise directed by the Engineer. Any area exposed and unstabilized by the removal process shall be stabilized by the Contractor using appropriate methods as approved by the Engineer. Removal of accumulated sediment as directed by the Engineer shall be in accordance with excavation requirements as herein specified and shall be measured for payment. 6. MEASUREMENT. This Item will be measured by the method described as either Class 1, 2 or 3 as follows and as specified on the plans: When Class 1 measurement is specified, this Item will be measured by the actual number of hours the equipment is operated as directed by the Engineer. When Class 2 measurement is specified, excavation will be measured by the cubic yard in its original position and the volume computed by the method of average end areas, and embankment will be measured by the cubic yard in its final position as the volume of embankment computed in place between (1) the original ground surfaces or the surface upon which the embankment is to be constructed, and (2) the lines, grades and slopes of the accepted embankment, by the average end area method. 3 -4 5012.000 8 -93 When Class 3 measurement is specified, excavation or embankment will be measured by the cubic yard in vehicles leaving the work site or as delivered to the work site, respectively. Shrinkage or swellage factors will not be considered in determining the calculated quantities. 7. PAYMENT. The work performed and materials furnished in accordance with this Item, and measured as provided under "Measurement ", will be paid for at the unit price bid for "Earthwork (Erosion Control) ", "Dragline Work (Erosion Control) ", "Backhoe Work (Erosion Control) ", "Excavator Work (Erosion Control) ", "Front End Loader Work (Erosion Control) ", "Blading Work (Erosion Control) ", "Scraper Work (Erosion Control)" or "Bulldozer Work (Erosion Control) ", as specified on the plans, of the measurement class specified. This price shall be full compensation for all excavation (including removal of accumulated sediment in various erosion control installations as directed by the Engineer, hauling and all work required for disposal of material not used elsewhere on the project); for embankment (including furnishing material from approved sources and hauling); for furnishing and installing pipe outfall devices, sandbags and plywood as specified; for the additional cost of necessary stage construction for curb ' inlets involved in curb -inlet sediment traps; for furnishing all labor; and for all royalty, tools, equipment and incidentals necessary to complete the work. When the bid item "Earthwork (Erosion Control)" is used, only Class 2 or 3 measurement will be used. Unless otherwise shown on the plans, all sprinkling and rolling performed as required by this item will not be paid for directly but shall be considered as subsidiary to this item. Other special treatments not considered subsidiary to this specification (such as rock filter dams, pipe slope drains, paved flumes, etc.) will be measured and paid for under the applicable erosion control special specifications. Stabilization (as described under "Maintenance ") will be measured and paid for under the various pertinent bid items. 4 -4 5012.000 8 -93 1993 Specifications 1. DESCRIPTION. This Item shall govern for the materials to be furnished and for the installation, maintenance and removal of temporary sediment control fence of the dimensions shown on the plans. This Item will be used temporarily during construction to control erosion and sedimentation. 2. MATERIALS. (1) Fence Description. The fence shall be a net - reinforced fence, using woven geotextile fabric. (2) Fabric. Fabric materials shall meet the requirements of Departmental Materials Specification D -9 -6230, "Temporary Sediment Control Fence Fabric ". (3) Posts. Posts shall be a minimum of 48 inches long, essentially straight, and shall be wood or steel, unless otherwise shown on the plans. Soft wood posts shall be at least 3 inches in diameter or nominal 2 x 4 inches. Hardwood posts shall have a 4 minimum cross - section of 1.5 x 1.5 inches. Steel posts shall be "T" or "L" shaped with a minimum weight of 1.3 pounds per linear foot. (4) Net Reinforcement. Net reinforcement shall be galvanized welded wire mesh of a minimum 12.5 -gauge wire or equal as approved by the Engineer with a maximum opening size of 2 x 4 inches and shall be at least 24 inches wide unless otherwise shown on the plans. (5) SPECIAL SPECIFICATION ITEM 5249 TEMPORARY SEDIMENT CONTROL FENCE Staples. Staples used to secure reinforcement and fabric to wood posts shall have a crown at least 3/4 inches wide and legs 1/2 inches long. .(6) Used Materials. Previously -used materials from other City projects, meeting the above requirements and when approved by the Engineer, may be used. Previously used materials from within the project shall be used whenever possible. 3. CONSTRUCTION METHODS. The temporary sediment control fence shall be used during construction near the downstream perimeter of .a disturbed area to intercept sediment from sheer flow. The fence may be incorporated into the erosion control measures used to control sediment in areas of higher flow. The fence installation methods 1 -4 5249.000 8 -95 shall be as specified below unless otherwise shown on the plans. The physical alignment and location of the fence shall be as shown on the plans or as directed by the Engineer. (1) Installation of Posts. Posts shall be embedded to 18 inches deep, adequately anchored if in rock, with a spacing of 6 to 8 feet, and installed on a slight angle toward the anticipated run -off source. (2) Fabric Anchoring. Trenches shall be dug along the uphill side of the fence to anchor 6 to 8 inches of fabric. The trench shall have a minimum cross section of 6 x 6 inches. The fabric is against the side of the trench and approximately 2 inches of fabric is across the bottom in the upstream direction. The trench shall then be backfilled and hand tamped as approved by the Engineer. (3) Fabric Attachment. The reinforcement shall be attached to the end posts, if wood, by staples, or if steel, by T -clips or sewn _ vertical pockets at a minimum of four (4) locations. The reinforcement shall be attached to each succeeding post as approved by the Engineer. The ends of successive reinforcement sheets or rolls shall be connected at a fence post at least six (6) times with hog rings. The fabric shall be fastened to the top strand of reinforcement by hog rings or cord at a maximum spacing of 15 inches. (4) Fabric Splices. Splices shall occur at a fence post and shall have a minimum lap of 6 inches attached in at least six (6) places. Splices in concentrated flow areas will not be permitted. When removing temporary sediment control fence that is suitable for relocation, the Contractor shall take all necessary measures to maintain the fabric in the best condition. Requirements for installation of used temporary sediment control fence shall include: (1) Minimal or no visible signs of biodegradation (weak fibers) (2) No excessive patching every 15 to 20 linear foot. (3) Posts must not be bent and backing must not have holes. 4. MAINTENANCE. The temporary sediment control fence shall be maintained in good condition (including staking, anchoring, tension adjustments, etc.) By the Contractor. All necessary work and materials to maintain the integrity of the fence, including keeping fabric free of accumulated silt, debris, etc., shall be provided until earthwork construction and permanent erosion control features ` are in place, and /or the disturbed area has been adequately 2 -4 5249.000 8 -95 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 stabilized. When the Special Specification, "Temporary Erosion, Sedimentation, and Water Pollution Prevention and Control ", is in the contract, stabilization shall be as described in Subarticle 4.C. of that specification. The areas damaged by the removal process shall be stabilized by the Contractor using appropriate methods as approved by the Engineer. Torn or punctured fabric shall be repaired by the placement of a patch consisting of an additional layer of fabric over the damaged area. The patch shall have a minimum overlap of 18 inches in all directions and be securely attached to the repaired fabric. When-the accumulated sediment deposit reaches a depth of approximately 6 inches, it shall be removed and disposed of at approved sites in a manner that will not contribute to additional siltation. If the structure ceases to function as intended, the Engineer may direct that the fence or portions thereof be replaced. Such replacement will be measured for payment. 5. MEASUREMENT. Temporary sediment control fence will be measured by the linear foot of fence, complete in place, measurement being made along the centerline of the top of the fence. Each time the Engineer directs that the temporary sediment control fence (or portions thereof) be removed or removed and replaced, it will be measured by the linear foot for payment. 6. PAYMENT. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement ", will be paid at the unit price bid for "Temporary Sediment Control Fence ". This price shall be full compensation for furnishing, placing and maintenance of the fence (except as shown below); for all required trenching, fence posts, fabric and backfill; and for all labor, tools, equipment and incidentals necessary to complete the work. When the Engineer directs that the temporary sedimentation control fence installation (or portions thereof) be replaced, payment will be made at the unit price, bid for "Temporary Sediment Control Fence (Remove and Replace) ". This price shall be full compensation for the removal and replacement of the fence installation and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. No non- damaged material will be removed from the project until such time that no new installations or replacements will be required. All sound materials removed from project installations will be placed or stockpiled for project placement or replacement. No new material will be accepted when stockpiled material is available for use. The Contractor retains ownership of the stockpiled material. The removal of accumulated sediment deposits, as described under "Maintenance ", will be measured and paid for under the pertinent bid items of the Special Specification, "Earthwork for Erosion Control ". 3 -4 5249.000 8 -95 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The work performed in the final removal of the temporary sediment control fence installation as described under "Maintenance" and measured under "Measurement" will be paid for at the unit price bid for "Temporary Sediment Control Fence (Remove) ". This price shall be full compensation for removing the fence from the existing location, for stockpiling for future use, for proper disposal of damaged material, and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Stabilization (as described under "Maintenance ") will be measured and paid for under the various pertinent bid items. 4 -4 5249.000 8-95 SPECIAL SPECIFICATION ITEM 5250 FIBER ROLL 5249.1. Description. This item shall govern for furnishing and installing Fiber Rolls conforming to the requirements of this specification and to the details shown on the plans. 5249.2. Materials. Fiber rolls shall be manufactured from either straw of wood as follows: Fiber rolls derived form wood are made on site form manufactured wood excelsior blankets approximately eight feet wide by 90 feet long. This wood excelsior material shall have individual fibers, 80% of which shall be six inches or longer in fiber length. The blanket shall have a photodegradable plastic netting on at least one side of the wood excelsior. The wood excelsior shall be rolled up and secured with jute twine spaced six feet apart along the roll for it's full length and six inches in from each end of individual rolls. The finished roll diameter shall be eight inches to ten inches. Fiber rolls derived from straw are made on site from individually manufactured clean rice straw rolls and encapsulated within photodegradable plastic netting. Straw rolls shall be a minimum of eight inches in diameter 25 feet in length (plus or minus four inches). The netting shall be biodegradable plastic netting having a minimum strand thickness of at least 1/64 inch, with welded joints at the intersection of individual strands. The netting shall have a minimum durability of one year after installation. The netting shall be tied off at each end of individual strands. Stakes shall be fir or pine, and a minimum of one inch by' /. inch by two feet in length. Stakes shall be driven in flush or a maximum of one inch above the roll. If ground conditions are too hard for driving wood stakes, metal stake may be substituted if approved by the Engineer. The Contactor shall submit an alternative metal stake noting size, material and thickness for the Engineer's approval prior to installation of substitute stakes. No additional compensation shall be allowed for the use of alternative stakes. 5249.3. Installation. Trenches shall be constructed on contour to a minimum depth of four inches and a width sufficient to hold the fiber roll. Individual rolls shall be placed in trenches with adjacent ends abutted to each other firmly to create a continuous linear roll at the locations shown on the plans. Stakes shall be installed six feet apart along the total length of the roll and six inches in form the end of each individual roll. A pilot bar may be required to provide a hole for the stakes in very firm soils. Fiber rolls shall be installed 12 feet apart on contour (slope measurement) or as shown on the plans. The rows shall be installed approximately along the contour and as shown on the plans. 5249.4. Measurement. Fiber rolls shall be measured by the linear foot of continuous individual rolls in place. 5249.5. Payment. The work performed and materials furnished in accordance with this item and measured as provided under "Measurement" will be paid for at the unit price bid for "Fiber Roll ". This price shall be full compensation for furnishing all labor, materials, tools, equipment, and incidentals necessary to complete the work ' 1993 Specifications SPECIAL SPECIFICATION ' ITEM 5469 SINGLE GUARDRAIL TERMINAL 1. Description. This Item shall govern for the furnishing and installation of an ET -2000 GUARDRAIL TERMINAL (ET- 2000), or a BEST - 350 Guardrail Terminal at locations shown on the plans. These units must meet the requirements of NCHRP 350 Test Level 3 and have received written acceptance from the Federal Highway Administration. Only one model of S.G.T. shall be selected by the Contractor and installed for each contract. The ET -2000 is a patented product and may be obtained from Trinity Industries, 2525 Stemmons Freeway, Dallas, Texas 75207, (800)527 -6050. The BEST -350 is a patented product and may be obtained from Interstate Steel, P.O. Box 3241, Big Spring, Texas 79721, (915)263 -3725. 2. Materials. `All materials shall be new and conform to the details shown on the plans. Posts shall be of the shape and dimension specified on the plans for this guardrail terminal. Except for shape and dimension, posts shall meet the requirements of Item 540, "Metal Beam Guard Fence ". The guardrail elements shall be continuous 12 -gauge sections of the length dimensions shown on the plans. Rail elements shall meet the requirements for materials as specified in Item 540, "Metal Beam Guard Fence ". 3. Construction. These units shall be fabricated and installed in accordance with the manufacturers shop drawings. Damaged end treatments shall be repaired or replaced immediately. Further information regarding assembly and installation may be obtained from the manufacturer of the particular device. The manufacturer shall provide to the Engineer one installation and repair manual specific to the particular unit for each contract. 4. Measurement. This Item will be measured as each Single Guardrail Terminal installation complete in place, of the type shown on the plans. 5. Payment. The work performed and materials (except as specified below) furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Single Guardrail Terminal ", as type specified. This price shall be full compensation for all labor, (except as specified below) equipment, tools, incidentals, and services, and for furnishing all materials (except as specified below) necessary to complete the work described in this item. 1 -2 5469.000 5 -97 Except for cases of damage by the contractor or that caused by his operations, all work required for the repair and /or replacement of damaged terminals will be paid for as "Extra Work ", in accordance with Article 4.3., "Extra Work ". 2 -2 5469.000 5 -97 1993 Specifications 1. DESCRIPTION. This Item shall govern for furnishing and installing dead end roadway barricades at the locations shown on the plans in accordance with this specification or as directed by the Engineer. 2. CONSTRUCTION METHODS. SPECIAL SPECIFICATION ITEM 5530 DEAD END ROADWAY BARRICADE Dead end roadway barricades shall be constructed and installed as detailed on Traffic Operations Division Standard Sheet, "Dead End Roadway Details" (DERD) or as shown on the plans. All signs and chevrons, when required by the plans, shall be constructed and installed in accordance with Traffic Operations Division Standard Sheet, "Dead End Roadway Details" (DERD) or as shown on the plans. 3. MEASUREMENT. This Item will be measured by the foot of dead end roadway barricade assembly complete in place. 4. PAYMENT. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Dead End Roadway Barricade ". This price shall be full compensation for all materials including object markers; and for all labor, tools, equipment, hauling, and incidentals necessary to complete the work, except as shown below. Signs, sign supports, and chevrons, when required by the plans, will be paid for under Item 644, "Small Roadside Sign Assemblies ". 1 -1 5530.000 11 -97 1993 Specifications SPECIAL SPECIFICATION ITEM 5699 EPDXY AND ADHESIVES 1. DESCRIPTION. This Item shall govern the various types of epoxy and adhesive materials shown on the plans and in this Item. 2. MATERIALS. The materials described herein shall be in accordance with Departmental Materials Specification DMS -6100. Additional information regarding epoxy and adhesive characteristics and copies of specification DMS -6100 are available from the Texas Department of Transportation, Construction. Division, Materials Section, 125 East llth Street, Austin, Texas 78701 -2483. All these materials shall consist of a resin component and a hardener component which are mixed Dust prior to use of the finished epoxy. Unless otherwise shown on the plans, epoxy shall not be used if the substrate temperature is below 10 C. The materials covered by this Item are as follows: (1) Precast Concrete Segment Adhesive (2) Traffic Marker Adhesives - (3) Dowel and Tie Bars Adhesive (4) Bridge Deck Sealant and Adhesive: Type IV (5) Concrete Adhesives (6) Binder for Producing Grout or Concrete (7) Epoxy for Crack Injection (8) Epoxy Coating for Concrete 3. Types. The various types of epoxy and adhesive materials and their uses are described below: (1) Precast Concrete Segment Adhesive. Type I. The following formulations shall be used for the joining of precast bridge segments. Class A Low Temperature Epoxy System. This formulation shall provide a fast reacting system for placement when the concrete temperature is between 4 and 16 C. Class B Medium Temperature Epoxy System. This formulation is suitable for placement when the concrete temperature is between 13 and 27 C. Class C High Temperature Epoxy System. This formulation is suitable for placement when the concrete temperature is between 25 and 41 C. 1 -4 5699.000 6 -00 (2) Traffic Marker Adhesive. Type II. This adhesive is suitable for application on Portland cement concrete pavements. Type II Medium Setting Marker Adhesive. This material is suitable for placing ceramic, plastic or metal markers to roadway and bridge surfaces. This adhesive is designed for machine application. Unless otherwise shown on the plans, epoxy shall not be used if the substrate temperature is below 10 C. (3) Dowel and Tie Bars Adhesive. Type III. The following ' formulations are used to anchor dowel and tie bars in concrete. These materials are suitable to bond steel to hardened concrete. These materials are not restricted to epoxies. Class A Two component adhesive consisting of a resin and a hardener or catalyzing agent to be used in horizontal application. Class B Two component adhesive consisting of a resin and a hardener or catalyzing agent to be used in vertical application. Class C Two -part adhesive provided in a prepackaged configuration for use in either horizontal or vertical application. (4) Bridge Deck Sealant and Adhesive. Type IV adhesive is described as a low viscosity epoxy intended for use in sealing cracks in concrete and restoring its structural integrity. (5) Concrete Adhesives. The following epoxy adhesives with different viscosities are used to bond fresh Portland cement concrete to existing Portland cement concrete, hardened concrete to hardened concrete. Type V - Standard Epoxy Adhesive. This material is suitable for surface sealing of fine cracks in concrete or for waterproofing application. Designed for applying to horizontal and vertical surfaces. Type VII - High- Viscosity Epoxy Adhesive. This material is a high- viscosity epoxy for vertical wall and overhead application and where a high buildup is required. This material is suitable for surface sealing of cracks in concrete which are grooved or veed out prior to sealing. Any specific coloring of resin and hardener components shall be as directed by the Engineer. (6) Binder for Producing Grout or Concrete. Type VIII. , Class A This material is intended to be mixed with select aggregates to form a quick- setting epoxy mortar or 2 -4 5699.000 6 -00 concrete for repairs of spalls, chipped areas, and other defects in precast concrete. This material shall be used where low - modulus epoxy is desired. Class B This material is intended to be mixed with select aggregates to form a quick- setting epoxy mortar or concrete for repairs of pot holes, filling cracks or spalls and other defects requiring high strength epoxy. This material shall have a good bond to existing concrete. (7) Epoxy for Crack Injection. Type IX. This material is a low viscosity epoxy material design for pressure injection into cracks in existing concrete to restore the structural integrity. The epoxy adhesive shall have adequate strength and adhesion to confine the injection material in the cracks being injected until the injection material has cured. (8) Epoxy Coating for Concrete. Type X. This is a high - solids epoxy coating used for pier caps and the interior walls of comfort stations. This material is designated for application by brush or roller, but can also be applied by airless spray with the addition of a maximum of five (5) percent toluene solvent with the approval of the Engineer. • 4. Packaging, Labeling and Storage., The components shall be packaged according to mixing ratio in suitable, well - sealed containers. The containers shall be clearly labeled as to the type of material and the ratio of the components to be mixed by volume. Any special instructions regarding mixing and application shall be included. The label shall show lot or batch number, expiration date and the, quantity contained therein. Caution warnings regarding contact of the epoxy with skin and eyes shall be included on the labels. Containers which have been damaged or previously opened shall not be used. The components must be stored at temperatures between 16 C and 38 C. Any material which shows evidence of crystallization, lumps, skinning, extreme thickening or settling of pigments which can not be readily redispersed with normal agitation shall not be used. 5. Construction Methods. Mixing and application of epoxy and adhesive materials shall be as specified herein. (1) Mixing. Prior to use, each component shall be stirred to redisperse any settling or separation of the fillers and liquid portions. The components shall then be immediately placed in the proper reservoir, when used in automatic mixing and dispensing equipment. For application by other means, the components must be properly proportioned and mixed until a uniform color and appearance are obtained. No addition of solvents will be allowed unless indicated by the manufacturer or approved by the Engineer. • 3 -4 5699.000 6 -00 (2) Application and Surface Preparation. Requirements for application and preparation of the surface upon which the epoxy or adhesive is to be applied shall be in accordance with the applicable specification. 6. Measurement and Payment. The work performed, materials furnished and all labor, tools, equipment and incidentals necessary to complete the work under this Item will not be measured or paid for directly, but will be considered subsidiary to the various bid items of the contract. 4 -4 5699.000 6 -00 SPECIAL SPECIFICATION ITEM 5718 Water Valves and Pipe The "Description" s "Materials", "Construction Methods" "Measurement" and "Payment" for this item shall be in accordance with Items 510 and 511S and all associated cross reference items as contained in the Standard Specifications for the Construction of Highways Streets and Bridges of the City of Austin. 1 -1 5718.000 10 -00 1993 Specifications SPECIAL SPECIFICATION ITEM 6003 VEHICLE LOOP WIRE SEALANT 1. Description. This item shall govern for furnishing and installing loop wire sealant for use. in the installation of vehicle detector loops in asphaltic and concrete pavements a shown on the plans. 2. General. (1) The sealant shall be a one -part polyurethane material and shall be suitable for use in both asphaltic and concrete pavement. (2) The sealant shall be designed to enable traffic to pass over the filled slot immediately after application without tracking or stringing. (3) The sealant shall not shrink in volume during or after its curing process. 3. Physical Properties. The sealant shall have a minimum shelf life of 12 months. The sealant shall have certain physical properties in its uncured and cured states. They are as follows: (1) Physical Properties of the Uncured'(Wet) Sealant: Property Requirement Weight 10.1 lbs /gal plus or minus 1.0 ib. Standard ASTM E201 Total Solids 75 -86% ASTM D1353 by weight 18 hours at 200 F Viscosity 5 K -85K CPS Brookfield RVF No. 6 Spindle at 20 RPM, 77 F, 50% Rel. Hum. Curing Time Touch: 24 Hr Max ASTM D1640 Complete 36 hr Max 40 Mil Film 77 F, 50% Rel. Hum. 1 -3 6003.000 7 -93 (2) Physical Properties of the Cured Sealant: Property Hardness 65 - 85 ASTM D2240 (Indentation) • Model 1700 77 F, 50% Rel. Hum. Tensile 125 psi minimum ASTM D412 Strength Die C Pulled at 20 IPM Elongation 200% Minimum ASTM D412 Die C Pulled at 20 IPM Adhesion 15 pounds /inch ASTM D903 (Peel width Canvas to Strength) Concrete Application +40 F to 130 F Temp. Range Service Temp. -40 F to 150 F Range Requirement Standard RESISTANCE: The cured sealant shall have the following chemical resistances: Deicing • to Effect ASTM D471* Gasoline Slight Swell ASTM D471* Hydraulic No Effect ASTM D471* • Brake Fluid Motor Oil No Effect ASTM D471* Sodium No Effect ASTM D471* Chloride (5 %) *The ASTM Test shall be conducted at 23 C plus or minus 2 C for a period of 22 hours. 2 -3 6003.000 7 -93 4. Application of Sealant. (1) Unless otherwise shown on the plans, the Contractor shall apply the sealant using his own equipment. (2) The Contractor shall apply the sealant as shown on the plans or as directed by the Engineer and in accordance with the manufacturer's directions. 5. Certification. The Contractor shall provide written certification from the manufacturer stating that the material supplied meets the requirements of this specification. The Department reserves the right to perform any or all of the tests described in this specification to insure compliance. Failure of a sample will require that the loops be removed and replaced with new sealant meeting this specification. 6. Measurement and Payment. The work performed, materials furnished and all labor, tools, equipment and incidentals necessary to complete the work under this Item will not be measured or paid for directly, but will be considered subsidiary to the various bid items of the contract. 3 -3 6003.000 7 -93 1 1 1 1 1 1 1 1 1' 1 1 1 1 1 1 1 1 1 SPECIAL SPECIFICATION ITEM 6032 INSTALLATION OF HIGHWAY TRAFFIC SIGNALS 6032.1. Description. This Item shall govern for construction of highway traffic signal installations of the various types as shown on the plans. 6032.2. General. Unless otherwise shown on the plans, electrical materials and construction methods shall conform to the NEC and additional local utility requirements. All materials famished by the Contractor shall be new. All materials and construction methods shall conform to the details shown on the plans, the requirements of this Item and the pertinent requirements of the following Items: Item 610, "Roadway Illumination Assemblies" Item 618, "Conduit" Item 620, "Electrical Conductors" Item 624, "Ground Boxes" , Item 625, "Zinc- Coated Steel Wire Strand" Item 627, "Treated Timber Poles" Item 628, "Electrical Services" Item 634, "Plywood Signs (Type A)" Item 636, "Aluminum Signs (Type A)" Item 656, "Foundations for Signs, Traffic Signals and Roadway Illumination Assemblies" Item 682, "Vehicle and Pedestrian Signal Heads" Item 684, "Traffic Signal Cables" Item 686, "Traffic Signal Pole Assemblies" Item 688, "Traffic Signal Detectors" Item 8288, "Spread Spectrum Radio for Traffic Signals" Controller assemblies shall conform to the requirements of the Item "Traffic Signal Controller Assembly" and the details shown on the plans. Flasher assemblies shall conform to the requirements of the Item "Flasher Controller Assembly" and the details shown on the plans. An Opticom'"' Priority Control System shall be used and installed per manufacture requirements. 6032.3. Sampling and Testing. Sampling and testing of traffic signal controller assemblies shall be in accordance with Test Method Tex879 -B. 6032.4. Electrical Requirements. (1) Electrical Services. The Contractor shall make all arrangements for electrical services. Materials not provided by the utility company shall be supplied and installed by the Contractor as shown on the plans. Unless otherwise shown on the plans, the electrical service shall be 120 volt, single - phase, 60 Hz AC. The Contractor will not be required to pay for electrical energy consumed by the traffic signal installation. (2) Conduit. Conduit and fittings shall be the sizes and types shown on the plans. The Contractor may, at the Contractor's expense, use conduit of larger size than that shown on the plans providing that the same size is used for the entire length of the conduit run. Conduit in concrete foundations shall extend two (2) to three (3) inches above the concrete. The ends of each conduit shall be sealed with silicone caulking, or other sealant approved by the Engineer, after all cables and conductors are installed. (3) Wiring. Unless otherwise shown on the plans, conductors shall be stranded No. 12 AWG XHHW. Cables and conductors above ground shall be installed in rigid metal conduit, except for span wire suspended cables and conductors, drip loops, and electrical wiring inside signal poles. Power entrance to ground- mounted controllers shall be made through underground conduit. Each signal installation shall be wired to operate as shown on the plans. Ends of wires to be attached to terminal posts shall be provided with properly sized self - insulated solderless terminals. These terminals shall be attached to the wires with a ratchet type compression crimping tool properly sized to the wire. Pre - numbered identification tags of plastic or tape shall be placed around each wire adjacent to wire ends in the controller, signal heads and signal pole terminal blocks. Splices will not be permitted except as shown on the plans, unless the Engineer approves each individual splice in writing. All allowed splices shall be water - tight. (4) Grounding and Bonding. Unless otherwise shown on the plans, grounding and bonding shall be in accordance with the NEC. The resistance from the grounded point of any equipment to the nearest ground rod shall be less than one (1) ohm. A continuous bare or green insulated copper wire (equipment ground) shall be installed throughout the electrical system. The equipment ground shall be connected to all metal conduit, metal signal heads, metal pedestrian push buttons, signal poles, controller housing, service pole ground, ground rods and all other metal enclosures and raceways. Unless otherwise shown on the plans, the equipment ground shall be at least the same size as the neutral feeding that equipment (heads, push buttons, controllers, etc.). Bonding jumpers shall be copper wire and shall be minimum No. 8 AWG. 6032.5. Controller Assemblies. Immediately prior to mounting the controller assembly on the foundation, a bead of silicone caulk shall be applied to seal the cabinet base. Any space between conduit entering the controller and the foundation shall be sealed with silicone caulk. When the project is complete, the keys for the controller cabinets shall be delivered to the Engineer. The instruction manual and wiring diagrams for all equipment in the controller cabinet, shall be placed inside the controller cabinet. 6032.6. Timber Poles. Timber poles other than for electrical services, shall be ANSI Class 2 6032.7. Preservation of Sod, Shrubbery and Trees. Sod, shrubbery and trees damaged by the Contractor shall be replaced by the Contractor at the Contractor's expense. 6032.8. Removal and Replacement of Curbs and Walks. The Contractor shall secure approval of the Engineer before cutting into or removing walks or curbs not shown on the plans to be removed or replaced. After work is completed, the Contractor shall restore any curbs or walks, which have been removed, to equivalent original condition and to the satisfaction of the Engineer. 6032.9. Sign Lighting. Sign lighting attached to traffic signal equipment shall be as shown on the plans. 6032.10. Intersection Lighting. Luminaires on signal poles shall be as shown on the plans. 6032.11. Test Period. Completed traffic signal installations shall operate continuously for a minimum of thirty days in a satisfactory manner. If any equipment furnished by the Contractor, except lamps, fails during the thirty day test period, the Contractor shall repair or replace that equipment and a new thirty day test period shall start. The test period will be suspended when a lamp or any equipment not furnished by the Contractor fails. The test period will resume after the failed equipment has been repaired. 6032.12. Measurement. This Item will be measured as each signalized intersection(s) controlled by one (1) traffic signal controller complete in place. 6032.13. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Installation of Highway Traffic Signals" of the various types specified. This price shall be full compensation for famishing, installing and testing the completed installation including controller and associated equipment, Spread Spectrum Radio for Traffic Signals in accordance with associated Item 8288, fully installed and operational Opticom Priority Control System, luminaires, signs and sign lights mounted on signal equipment, timber poles, mounting hardware and steel wire strand, electrical conductors, ground boxes, electrical service, foundations for traffic signals, vehicle and pedestrian signal heads, traffic signal cables, traffic signal pole, traffic signal detectors, conduit; for preservation and/or replacement of damaged sod, shrubbery and trees; for removal and replacement of curbs and walks; and for all labor, tools, equipment and incidentals necessary to complete the work, except as indicated in the plans to be furnished by others. 1993 Specifications DATA CHARACTERISTICS SPECIAL SPECIFICATION ITEM 8288 SPREAD SPECTRUM RADIO FOR TRAFFIC SIGNALS 1. Scope. This Item shall govern for furnishing and installing spread spectrum radios for use with traffic control systems. 2. Spread Spectrum Radio. The Spread Spectrum Radio shall consist of furnishing and installing the Spread Spectrum Radio, drop cables, connectors, power supply and lightning surge protector complete in place as shown on the plans. In addition to FCC requirements, the spread spectrum radios shall have the following operating characteristics as a minimum: FREQUENCY 902 - 928 MHz RANGE 15 Miles or greater REPEAT CAPABILITIES 1 repeater POWER 1.0 Watt Transmitting Power ENVIRONMENT Temperature range minus 22 F to 140 F FCC APPROVAL (Part 15) No License Requirements Half or Full "Duplex Operation as required per traffic signal equipment manufacturer's recommendation RS232C interface DB -25 connector at both ends of the cable 1,200, 2,400, 4,800, 9,600 bps or greater The radios shall be supplied with diagnostic software that shall be capable of testing the link between the master radio and the remote radios. The software shall be capable of detecting channels which are not adequate for the transmission of data and allow for the exclusion of these frequencies in the selection of frequencies to be scanned. 3. Radio Antenna. Radio antenna shall consist of furnishing spread spectrum radio antennas, drop cable, connectors and mounting hardware. This shall include all materials, labor and procedures required to completely install in place as shown on the plans. 1 -4 8288.000 3 -00 Antenna, cable, and associated equipment shall be suitable for the location and the environmental conditions to be encountered and shall be selected to conform to the requirements of the transmitter and receiver. The radio antenna(s) shall have the following characteristics as a minimum: REMOTE SITE(S) Unidirectional (Yagi) Mounted vertically polarized MASTER SITE Omni directional ANTENNA FREQUENCY 902 -928 MHz ANTENNA GAIN MAX 6 dB gain (dB referenced to half wave dipole) RANGE 15 Miles or greater IMPEDANCE MAX 50 ohm MEASUREMENT WIND RATING 125 miles per hour CONNECTORS Type "N" Male solder - connectors that match coaxial /heliax cable The antenna shall be mounted on either a traffic signal pole, an illumination pole, or a separate steel pole as directed by the engineer. The antenna shall be grounded to the metal support; at no time shall a wood pole or support be used. Complete manufacturer specifications shall be supplied for type of antenna. Specifications must include the exact gain for antenna. Complete mounting hardware shall be included. Antenna system shall be set up according to manufacturer's recommendations. Antenna system shall be set up so that service to the entire point - multipoint system is free of any pattern distortions. 4. Cable. Cable shall consist of furnishing and installing the cable for the feedline that connects the Spread Spectrum Radios to the Antennas complete in place as shown on the plans. Each feedline (the cable that connects the transmitter /receiver to the antenna) shall be fitted with a connector, type "N" or better, and a coaxial protector (PolyPhaser IS- 50NX -C2, Andrew APG- BNFNF- 090, Huber Suhner 3400 -41 -0048, or equivalent). The coaxial protector shall be mounted adjacent to and bonded to the cabinet ground bus. 2 - 8288.000 3 -00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Low loss cable shall be used for the feedline (LMR 400, Beldin 9913, or equivalent), and the cable type shall be selected to conform to the requirements of the transmitter and receiver and shall be suitable for the location and the environmental conditions to be encountered. Cable conductor and shield shall be copper only. Cable connectors shall be type N or better. Cable runs over 100 feet in length shall be heliax "type cable. Complete manufacturer specifications shall be supplied for the type of cable used. Specifications shall include the amount of loss produced by different lengths (in linear feet) of cable. Installation of feedline connectors shall be in accordance with manufacturer's recommendations. Connectors that will be exposed to outdoor environments shall be weatherproofed according to manufacturer's recommendations. 5. Testing, Training, Documentation and Warranty. A test site survey shall be conducted by the Contractor at each location prior to the installation of the radios and antennas to verify the capability of operation of the equipment. The Department reserves the right to conduct their own site survey as needed. The supplier of the spread spectrum radio system shall supervise the installation and testing of the equipment. A factory certified representative from the supplier shall be on -site during installation. Up to two (2) days of training shall be provided to personnel of the Department in the operation, setup and maintenance of the spread spectrum radio system. Instruction and materials shall be provided for a maximum of 20 persons and shall be conducted at a location selected by the Department. ' The Department shall be responsible for any travel, room and board expenses for its own personnel. Instruction personnel shall be certified by the equipment manufacturer. The User's Guide "is not an adequate substitute for practical classroom training and formal certification by an approved agency. All equipment shall have no less than 95 percent of the manufacturer's standard warranty remaining on the date that equipment invoices are submitted by the Contractor for payment. Any equipment with less than 95 percent of its warranty remaining will not be accepted by the Department. Ongoing software support by the manufacturer shall include updates of the spread spectrum radio software. These updates shall be provided free of charge during the warranty period. The update of the software to be NTCIP (National Transportation Communication for Intelligent Transportation System Protocol) compliant shall be included. ' 3 -4 8288.000 3 -00 The manufacturer shall maintain a program for technical support and software updates following expiration of the warranty period. This program shall be made available to the Department in the form of a separate agreement for continuing support. 6. Measurement. This Item will be measured by each spread spectrum radio set -up including antenna and cable complete in place. 7. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will not be paid for directly but will be considered subsidiary to Item 6032 "Installation of Highway Traffic Signals" This work includes furnishing, assembling and installing the spread spectrum radios, antennas, and the cable; for all mounting attachments; for all labor, tools, equipment, testing procedures and incidentals necessary to complete the work. 4 -4 8288.000 3 -00 Current Version: 4/05/99; Previous Version: 8/18198 Item No. 510 Pipe 510.1 Description This item shall consist of furnishing 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 kind and quality that satisfies the specified functions and quality. Water and Wastewater Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use products from the SPL; however, submittal to the E/A is still required. Should the Contractor elect to use any materials from these lists, each product shall be completely and clearly identified by its corresponding SPL number when making the product submittal. This will expedite the review process in which the E/A, and, if necessary, the Water and Wastewater Utility Standard Products Committee, decides whether the products meet the Contract requirements and the specific use foreseen by the E/A in the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, if necessary, the Water and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted as being a pre- approved list of products necessarily meeting the requirements for a given construction Project. Items contained in the SPL cannot be substituted for items shown on the Drawings, or called for in the specifications, or specified in the Bidding Requirements, Contract Forms and Conditions of Contract, unless approved by the E/A in conjunction with the Water and Wastewater Utility Standard Products Committee. The Standard Product List current at the time of plan approval will govern. (1) Concrete 510 (rtf) 04/05/99 Page 1 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: 4/05/99; Previous Version: 8/18/98 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: (c) Stone Screenings 510 (rtf) 04/05/99 Page 2 Pipe SIEVE SIZE % PASSING 3/8" 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 85 No. 30 25 to 60 No. 50 10 to 30 No. 100 2 to 10 SIEVE SIZE % RETAINED BY WEIGHT 3/4" 0 1/2" 0 -25 1/4" 90 -100 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 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 Backfill When indicated or directed by the E /A, all backfill shall be with cement - stabilized backfill rather than the usual materials. Unless otherwise indicated, cement 1 1 1 510 (rtf) 04/05/99 Page 3 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 stabilized backfill material shall consist of a mixture of the dry constituents described for Class J Concrete. The cement and aggregates shall be thoroughly dry mixed with no water added to the mixture except as may be directed by the E /A. (8) Pipe General Fire line leads and fire hydrant leads shall be ductile iron. Domestic water services shall not be supplied from fire service leads, unless the domestic and fire connections are on separately valved branches with an approved backflow prevention device in the fire service branch. All wastewater force mains shall be constructed of ductile iron pipe Pressure Class 250 minimum for pipe greater than 12 inch size and Pressure Class 350 for pipe 12 inch size and smaller. Wastewater pipe shall be in accordance with Water and Wastewater Utility's Standard Products List SPL WW -534 and shall have a corrosion resistant interior lining acceptable to the Owner. All water pipe within utility easements on private property shall be Ductile Iron Pipe, Pressure Class 350 minimum for pipe 12 inch size and smaller and Pressure Class 250 minimum for pipe greater than 12 inch size wrapped as indicated. For sizes over 24 inches, Concrete Pressure Pipe, steel cylinder type, conforming to the requirements of AWWA C -301 will be acceptable. There may be no service connections to Concrete Pressure Pipe installed in utility easements on private property. Approved service clamps or saddles shall be used when tapping ductile iron pipe 12 inch size and smaller. All service tubing (3/4 inch thru 2 inches) installed in utility easements on private property shall be 150 psi annealed seamless Type K copper tubing with no sweat or soldered joints. The quality of materials, the process of manufacture and the finished pipe shall be subject to inspection and approval by the E/A at the pipe manufacturing plant and at the project site prior to and during installation. All water distribution pipe and fittings shall be listed in the Fire Protection Equipment Directory published by the Underwriter's Laboratories, Inc., or shall be Factory Mutual approved for fire service. (a) Reserved (b) Iron Pipe Iron pipe shall be ductile iron pipe meeting all requirements of standards as follows: -For push -on and mechanical joint pipe: 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 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 510 (rtf) 04/05/99 Page 4 Pipe 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 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- a 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 lined with cement- mortar and seal coated as required by AWWA C104. Interior surfaces of all iron wastewater and force main fittings shall be coated with a non - corrosive lining material acceptable to Owner. Fitting exteriors shall be coated as required by the applicable pipe specification. 2. Joint Materials Gaskets for mechanical joints shall conform to ANSI /AWWA A21.11/C -111. 510 (rtf) 04/05/99 Page 5 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 (c) Concrete 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 pipe /fittings being used and be fabricated for use with Class 125 ANSI B16.1 flanges. Tee -head bolts, nuts and washers for mechanical joints shall be high strength, low alloy, corrosion resistant steel stock equal to "COR -TEN A" having UNC Class 2 rolled threads or alloyed ductile iron conforming to ASTM A 536; either shall be fabricated in accordance with ANSI /AWWA A21.11/C -111. Hex head bolts and nuts shall satisfy the chemical and mechanical requirements of ASTM A449 SAE Grade 5 plain, and shall be fabricated in accordance with ASTM B 18.2 with UNC Class 2 rolled threads. Either Tee -Head or Hex -Head bolts, nuts and washers as required, shall be protected with bonded fluoro- polymer corrosion resistant coating where specifically required by the E /A. All threaded fasteners shall be marked with a readily visible symbol cast, forged or stamped on each nut and bolt, which will identify the fastener material and grade. The producer and the supplier shall provide adequate literature to facilitate such identification; painted markings are not acceptable. 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 shall show pressure rating, the nominal diameter of openings and the number of degrees for bends. Painted markings are not acceptable. 510 (rtf) 04/05/99 Page 6 - Pipe Current Version: 4/05/99; Previous Version: 8/18/98 1. General Pipe shall conform to ASTM C 76 for Circular Pipe. Concrete pipe smaller than 12 inches in diameter shall conform to ASTM C 14, Extra Strength. All pipe shall be machine made or cast by a process which will provide uniform placement of the concrete in the form and compaction by mechanical devices which will assure a dense concrete. Concrete shall be mixed in a central batch plant or other approved batching facility from which the quality and uniformity of the concrete can be assured. Transit mixed concrete shall not be acceptable for use in precast pipe. The pipe shall be Class III or the class indicated. Storm sewer pipe shall be of the tongue and groove or 0 -ring joint design. Wastewater pipe shall be of the 0 -ring joint design; it shall be acceptably 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 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: 510 (rtf) 04/05/99 Page 7 Pipe 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: 8/18198 5. Bends 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 0-ring joints, the gasket and the inside surface of the bell shall be lubricated with a light film of soft vegetable soap compound to facilitate assembly of the joint. The rubber 0-ring gasket shall be stretched uniformly in the joint. Wedge seal type ( "Forsheda" pre - lubricated) gaskets may be used if joint details submitted are approved; installation of such gaskets shall be in strict accordance with the manufacturer's recommendations, and shall be the sole element depended upon to make the joint flexible and watertight. In wastewater lines no horizontal or vertical angles in the alignment of pipes shall be permitted unless indicated. The spigot shall be centered in the bell, the pipe pushed uniformly home and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint. When horizontal or vertical angles in the alignment of storm sewers are indicated, the bend or angle shall be constructed by cutting on a bias one or both pipes as may be required for the alignment indicated. The pipe cut shall be sufficiently long to allow exposing the reinforcement, which shall be bent, welded and incorporated into the pipe bend and reinforced concrete collar to 510 (rtf) 04/05/99 Page 8 Pipe 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: 8/18198 5. Bends 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 0-ring joints, the gasket and the inside surface of the bell shall be lubricated with a light film of soft vegetable soap compound to facilitate assembly of the joint. The rubber 0-ring gasket shall be stretched uniformly in the joint. Wedge seal type ( "Forsheda" pre - lubricated) gaskets may be used if joint details submitted are approved; installation of such gaskets shall be in strict accordance with the manufacturer's recommendations, and shall be the sole element depended upon to make the joint flexible and watertight. In wastewater lines no horizontal or vertical angles in the alignment of pipes shall be permitted unless indicated. The spigot shall be centered in the bell, the pipe pushed uniformly home and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint. When horizontal or vertical angles in the alignment of storm sewers are indicated, the bend or angle shall be constructed by cutting on a bias one or both pipes as may be required for the alignment indicated. The pipe cut shall be sufficiently long to allow exposing the reinforcement, which shall be bent, welded and incorporated into the pipe bend and reinforced concrete collar to 510 (rtf) 04/05/99 Page 8 Pipe 1 Current Version: 4/05199; Previous Version: 8/18198 1 maintain the structural integrity. The collar shall be 6 inches minimum, 1 reinforced with #4 bars on a 1 foot center both directions. Builder's 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 1 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 1 All concrete pipe used for wastewater installations shall be protected from sulfide and corrosion damage by using limestone aggregate. (d) Concrete Steel Cylinder (CSC) Pipe 1. General Requirements ' The Contractor shall submit to the E/A for approval along with other required data a tabulated layout schedule with reference to the stationing and grade lines to be used. 1 The manufacturer shall furnish all fittings and special pieces required for closures, bends, branches, manholes, air valves, blowoffs and connections to ' main line valves and other fittings as indicated. Each pipe length, fitting and special joint shall have plainly marked on the bell end of the pipe, the head condition for which it is designed. In addition, marking shall be required to indicate the location of each pipe length or special joint in the line and such markings will be referenced to the layout schedules and drawings and submitted for approval. 1 Concrete steel cylinder fittings shall be tested as required by the applicable AWWA Standards. 1 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. 1 Concrete steel cylinder pipe shall meet one of the following specifications: 1 510 (rtf) 04 /05/99 Page 9 Pipe Depth of Cover in Feet SDR of Pipe 0 - 16 17 Greater than 16 11 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: 8/18198 AWWA C -301 - Any Size AWWA C -303 - 24 inch maximum size All pipe flanges shall conform to AWWA C -207, requirements for standard steel flanges of pressure classes corresponding to the pipe class. Pipe to be installed in a tunnel or encasement shall be manufactured with 1 inch thick by 24 inch wide skid bands of mechanically impacted mortar in addition to the normal coating. All concrete steel cylinder fittings shall be constructed of steel plate of adequate strength to withstand both internal pressure and external loading. Rod reinforcing shall not be used to figure the required steel area. The fittings shall have a concrete lining and 1 inch minimum coating of cement mortar, except that centrifugally spun lining need not be reinforced. Minimum lining thickness shall be 1/2 inch for 16 inch pipe and 3/4 inch for sizes larger than 16 inch pipe. Where it is impractical to place such concrete protection on interior surfaces of small outlets, 2 coats of "Bitumastic Tank Solution" shall be applied. No fitting shall be made by cutting of standard pipe, except that outlets of less than 75 percent of the pipe diameter may be placed in a standard pipe. Beveled spigots may be placed on standard pipe. 3. Joint Materials Joints shall be of the rubber gasket type conforming to the applicable standards. The inside and outside recesses between the bell and spigot shall be completely filled with Cement Grout in accordance with the pipe manufacturer's recommendations. Grout materials for jointing such pipe, unless otherwise indicated, shall be as described herein. (e) In Place Pipe Rehabilitation 1. In Place Sliplining With or Without Pipe Destruction /Replacement. This item shall consist of installing a high density polyethylene pipe, by use of a • pipe insertion machine into an existing line. a. Material Requirements The polyethylene pipe shall meet the following specifications: ASTM F 714 Plastic Pipe Institute PE3408 Unless otherwise specified, the Contractor shall furnish the polyethylene pipe in accordance with the following table: b. Functional Requirements 510 (rtf) 04/05/99 . Page 10 Pipe ' Current Version: 4/05/99; Previous Version: 8/18/98 1 The polyethylene pipe shall be assembled and joined at the site using the 1 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 1 of polyethylene pipe and/or fusing equipment. The complete joint shall be in true alignment and have a unifor 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 I using appropriate equipment; maximum projection of the weld bead on the exterior of the pipe shall be approximately 3/16 inch. The fused joint shall be watertight and shall have a tensile strength equal to that of the pipe. All joints shall be subject to acceptance by the E/A or his /her representative prior to 1 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 I 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 I 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 1 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 1 pipe. c. Installation Procedure 1 - 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 I line at an existing upstream manhole or adjacent system. The pump and bypass lines shall be 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 1 or water shall be allowed to drain into earthen sump pits. New polyethylene pipe shall be inserted immediately behind the expansion and insertion equipment in accordance with the manufacturer's procedures. The expansion . and insertion equipment shall be equipped with all controls necessary to place the pipe on proper line and grade according to the I Drawings. The Contractor shall install all pulleys, rollers, bumpers, alignment control devices and other equipment required to protect existing manholes and to 1 protect the pipe from damage during installation. 510 (rtf) 04/05/99 Page 11 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 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 E /A. All testing costs are incidental to, and shall be included in, the unit price bid for CIPP. The Cured in Place Pipe (CIPP) system shall have minimum initial structural properties as follows: Flexural Strength (ASTM D 790) 4,500 psi Tensile Strength (ASTM D 638) 2,500 psi Flexural Modulus (ASTM D790) 250,000 psi The results of tests by an independent laboratory, of specimens taken by the Contractor as required by Section 8 of ASTM F 1216 and to demonstrate 510 (rtf) 04/05/99 Page 12 - Pipe 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 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 lined. Contractor shall be responsible for satisfactorily resolving customer complaints involving styrene odors. Any necessary repairs to the pipe line shall be performed by the Contractor. Inspection of pipe line by the Contractor shall be performed by experienced personnel trained in locating breaks, obstacles and service connections by closed circuit television. The interior of the pipe shall be carefully inspected to determine the location of any conditions which may prevent proper installation into the pipe and these conditions shall be corrected. A video tape and log shall be made by the Contractor and provided to the Owner upon completion of the project. The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe designated for rehabilitation, including active services in the rehabilitation section. The bypass shall be made by plugging the line at an existing upstream manhole and pumping the flow into a downstream manhole or adjacent system. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The Contractor shall take all necessary steps to prevent flooding of any private property and shall be liable for any damages incurred by the flooding. No sewage or water shall be allowed to drain into earthen sump pits. The Contractor shall designate a location where the uncured resin in the original containers and the unimpregnated fiber -felt tube shall be vacuum impregnated 510 (rtf) 04/05/99 Page 13 Pipe Temperature Time Pressure 73.4 F 1,000 hours 400 psi 100 F 1,000 hours 330 psi 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 2. Markings 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. (f) Polyethylene Tubing 1. General All polyethylene (PE) tubing shall be high density, high molecular weight plastic tubing meeting ASTM D2737; it shall be pressure rated at 200 psi working pressure and must bear the National Sanitation Foundation seal of approval for potable water service. When tested for Environmental Stress Cracking, the PE tubing shall not show any loss of pressure in the 6 specimens tested for 3 hours in accordance with the requirements of ASTM D 2737 using the test pressure of 400 psi at 73.4 F. The minimum burst pressure shall be 630 psi 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: 510 (rtf) 04/05/99 Page 14 Pipe 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 11/4 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 ± 0.007 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 1 1/4 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 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 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: . (g) Copper Tubing All copper service tubing shall be annealed seamless Type K water tube meeting ASTM B88 and rated at 150 psi working pressure. The tubing shall be homogenous throughout and free from cracks, holes, crimping, foreign inclusions or other defects. It shall be uniform in density and other physical properties. (h) Service Connection Fittings All fittings used in customer service connection - tapping mains, connecting meters, etc. - must be currently listed on the applicable Water and Wastewater Standard Products List (SPL WW -68), or called for in the City of Austin Standard Details (520 - series). (i) Brass Goods 510 (rtf) . 04/05/99 Page 15 Pipe Current Version: 4105199; Previous Version: 8/18198 All brass valves, couplings, bends, connections, nipples and miscellaneous brass pipe fittings and accessories used in meter connections, service lines, air release piping assemblies, and wherever needed in the water distribution system, shall conform to the City of Austin Standards, Water and Wastewater Utility Standard Products Lists, and 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 B584, 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 internal threads of saddles may be the AWWA taper thread conforming to AWWA C800 Figure 1 and Table 6. Extemal threads of corporation valve inlet must be compatible with internal threads of the service saddle. Connections of all new tubing, and of tubing repairs wherever possible, shall be by flared fittings. Flare connections - and compression connections when permitted - shall be designed to provide a seal and to retain the tubing, without slippage, at a working water pressure of 150 psig. Flanges shall conform to ANSI 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. 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. 510 (rtf) 04/05/99 Page 16 Pipe 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 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. Standard sizes, dimensions and tolerances shall be as follows: 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). 510 (rtf) 04/05/99 Page 17 Pipe 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 13.200 + 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: 4/05/99; Previous Version: 8/18/98 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. Standard sizes, dimensions and tolerances shall be as follows: 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). 510 (rtf) 04/05/99 Page 17 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 (1) 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. 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. ASTM designation and legend: For pipe 6 inch to 15 inch size: ASTM D 3034, type PSM, SDR -35 PVC Sewer Pipe. For pipe 18 inch and larger: ASTM F 679. T -1 wall PVC sewer pipe. 4. Fitting Markings Fittings shall be clearly marked as follows: Manufacturer's name or trademark, Nominal size, The material designation "PVC ", PSNI, and The designation, "Specification D3034 ". 5. Tracer Tape For all non - metallic pipe, directly above the centerline of the pipe and a minimum of 12 inches below the subgrade, or a minimum of 18 Inches below 510 (rtf) 04/05/99 Page 18 Pipe Current Version: 4/05199; Previous Version: 8/18/98 finished grade on areas outside the limits of pavement, shall be placed Inductive Tracer Detection Tape in accordance with the manufacturer's requirements. The tape shall be encased in a protective, inert, plastic jacket and color coded in accordance with APWA Uniform Color Code. (m) Steel Pipe 1. Standard Weight ASTM A 53, Schedule 40. 2. Extra Heavy Weight Seamless ASTM A 53, Schedule 80. 3. Encasement Pipe Welded or Seamless pipepiles ASTM A -252, Grade 2. 4. Fittings Nipples and fillings extra strong Federal Specification WW -N 351 or WW -P 521. 5. Coatings Black or galvanizedas 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. C -205 Cement -Mortar Protective Lining and Coating for Steel Water Pipe, 4 inches and larger, Shop Applied. C -206 Field Welding of Steel Water Pipe. C -207 Steel Pipe Flanges for Waterworks Services, Sizes 4 inches through 144 inches. C -208 Dimensions for Steel Water Pipe Fittings. C -602 Cement -Mortar Lining of Water Pipelines, 4 inches and larger in Place. 2. Submittals Furnish 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 510 (rtf) 04/05/99 Page 19 Pipe Current Version: 4105/99; Previous Version: 8/18/98 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 internal and external loads specified in this section. The cylinder thickness needed to resist internal pressure shall be based on an allowable stress in the steel equal to 1/2 the minimum yield stress of the material used. 5. Fittings a. Welded Fabricated steel fittings shall be of the same material as pipe and shall comply with 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. 510 (rtf) 04/05/99 . Page 20 Pipe (0) Current Version: 4/05/99; Previous Version: 8/18/98 (2) The bell ends shall be formed by pressing on a hydraulic expander or a plug die. After forming, the minimum radius of curvature of the bell end at any point shall not be less than 15 times the thickness of the steel shell. Bell ends shall be formed in a manner to avoid impairment of the physical properties of the steel shell. Joints shall permit a lap at least 1 1/2 inches when assembled. The longitudinal or spiral weld on the inside of the bell end and the outside of the spigot end on each section of pipe shall be ground flush with the plate surface. The inside edge of the bell and the outside edge of the spigot shall be scarfed or lightly ground to remove the sharp edges or burrs. b. Bell and Spigot Joints with 0-Ring Gasket (1) Bell and spigot joints with rubber gasket shall conform to 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 AWWA C -205 for shop application and AWWA C -602 for field application. Pipe materials shall be the product of an organization which has had not less than 5 years successful experience manufacturing pipe materials and the design and manufacture of the pipe „including all materials, shall be the product of one company. b. All surfaces except as noted in c and d below shall receive shop application of mortar lining and coating. c. Field Welded Joints. After installation, clean, 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. Corrugated Metal Pipe 1. General 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 197 510 (rtf) 04/05/99 Page 21 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 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 - 708 -I. Damaged spelter coating shall be repaired by thoroughly wire brushing the damaged area and removing all loose, cracked or weld- burned spelter coating. The cleaned area shall be painted with a zinc dust -zinc oxide paint conforming to Federal Specifications TT -P 641b. Damaged pipe shall be rejected and removed from the project. Damaged aluminized coating shall be repaired in accordance with the manufacturer's recommendations. The following information shall be clearly marked on each section of pipe: Thickness and corrugations Trade Mark of the manufacturer Specification compliance 2. Fabrication a. Steel Pipe Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming 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 with helical corrugations with continuous helical lock seam or ultra high frequency resistance butt- welded seams. b. Aluminum Pipe Pipe shall conform to AASHTO M 196, Type I, circular pipe or Type II, pipe arch as indicated. It may be fabricated with circumferential corrugations, lap joint construction with riveted or spot welded seams or it may be fabricated with helical corrugations with a continuous helical lock seam. Portions of aluminum pipe that are to be in contact with high chloride concrete or metal other than aluminum, shall be insulated from these materials by a coating of bituminous material. The coating applied to the pipe or pipe arch to provide 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. 510 (rtf) 04/05/99 Page 22 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 For pipe arch, the span, rise, gage, corrugation size and coating thickness shall be as shown on the drawings. A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be permissible in span and rise, with all dimensions measured from the inside crests of the corrugations. 4. Joint Material Except as otherwise indicated, coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to AASHTO M 36 for steel pipe and AASHTO M 196 for aluminum pipe. Field joints for each type of corrugated metal pipe shall maintain pipe alignment during construction and prevent infiltration of soil material during the life of the installation. Coupling bands shall be not more than 3 nominal sheet 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 furnished with circumferential corrugations shall be field jointed with corrugated locking bands. This includes pipe with helical corrugations, which has reformed circumferential corrugations on the ends. The locking bands shall securely fit into at least one full circumferential corrugation on each of the pipe ends being coupled. The minimum width of the corrugated locking bands shall be as shown below for the corrugation which corresponds to the end circumferential corrugations on the pipes being joined: 10 1/2 inches wide for 2 2/3 inches x 1/2 inch corrugations. 12 inches wide for 3 inches x 1 inch or 5 inches x 1 inch corrugations. Helical pipe without circumferential end corrugations will be permitted only when it is necessary to join a new pipe to an existing pipe, which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at the ends shall be field jointed with either helically corrugated bands or with bands with projections or dimples. The minimum width of helically corrugated bands shall conform to the following: 12 inches wide for pipe diameters up to and including 72 inches. 14 inches wide for 1 inch deep helical end corrugations. Bands with projections shall have circumferential rows of projections with one projection for each corrugation. The width of bands with projections shall be not less than the following: 12 inches wide for pipe diameters up to and including 72 inches. The bands shall have 2 circumferential rows of projections. 16 1/4 inches wide for pipe diameters of 78 inches and greater. 510 (rtf) • 04/05/99 Page 23 Pipe Current Version: 4/05/99; Previous 'Version: 8/18/98 The bands shall have 4 circumferential rows of projections. 1 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 1 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. 1 The bituminous coating shall adhere to the metal tenaciously, shall not chip off in handling and shall protect the pipe from deterioration as evidenced by samples prepared from the coating material successfully meeting the Shock Test and Flow Test in accordance with Test Method Tex - 522 -C. b. Paved Invert 1 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 1 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 1 dense, homogeneous, non - segregated lining. Cement Portland Cement shall conform to AASHTO M 85. Aggregate 510 (rtf) 04/05/99 Page 24 Pipe ' Current Version: 4/05/99; Previous Version: 8/18/98 Aggregates shall conform to AASHTO M 6 except that the ' requirements for gradation and uniformity of gradation shall not apply. Mixture The aggregates shall be sized, graded, proportioned and thoroughly mixed with such proportions of cement and water as will produce a homogenous concrete mixture of such quality that the pipe will conform to the design requirements indicated. In no case, however, shall the proportions of Portland Cement, blended cement or Portland Cement plus pozzolanic admixture be less than 470 lb/cu. yd of concrete. Thickness The lining shall have a minimum thickness of 1/8 inch above the crest of the corrugations. ' Lining Procedures The lining shall be plant applied by a machine traveling through a stationary pipe. The rate of travel of the machine and the rate of concrete placement shall be mechanically regulated so as to produce a homogenous nonsegregated lining throughout. Surface Finish The lining machine shall also mechanically trowel the concrete lining as the unit moves through the pipe. Certification 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 0.064 inch (12 ga.). Coupling bands ' shall be formed with two corrugations that are spaced to provide seating in the third corrugation of each pipe end without creating more than 1/2 inch ± annular space between pipe ends when joined together. Bands shall be drawn together by two 1/2 inch galvanized bolts through the use of a bar and strap suitably welded to the band. 1 When 0-ring gaskets are indicated they shall be placed in the first corrugation of each pipe and shall be compressed by tightening the 1 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. 510 (rtf) 04/05/99 ' Page 25 Pipe Current Version: 4/05/99; Previous Version: 8/18198 d. Fiber Bonded 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. 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. 6. Slotted Drain Storm Sewers The pipes for the slotted drain and slotted drain outfall shall be helically corrugated, lock seam or welded seam pipe. Materials and fabrication shall be in accordance with the above. The metal thickness shall be a minimum 16 gage. The chimney assemblies shall be constructed of 3/16 inch welded plate or machine formed 14 gage galvanized steel sheets. The height of the chimney required shall be as indicated. Metal for the welded plate slot shall meet the requirements of ASTM A 36 and the completed plate slot shall be galvanized after fabrication in accordance with ASTM A 123. Weld areas and the heat affected zones where the slot is welded to the corrugated pipe shall be thoroughly cleaned and painted with a good quality asphalt base aluminum paint. 7. Mortar Mortar shall be composed of 1 part Type I Portland Cement and 2 parts clean, sharp mortar sand suitably graded for the purpose and conforming in other respects to the provisions for fine aggregate of Item No. 403, "Concrete for Structures ". Hydrated lime or lime putty may be added to the mix, but in no case shall it exceed 10 percent by weight of the total dry mix. 510.3 Construction Methods (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 ". 510 (rtf) 04/05/99 Page 26 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 The Contractor shall conduct his Work such that a reasonable minimum of disturbance to existing utilities will result. Particular care shall be exercised to avoid the cutting or breakage of all existing utilities. If at any time the Contractor damages the utilities in place through his operations, the Contractor shall immediately notify the owner of the utility to make the necessary repairs. When active wastewater sewer lines are cut in the trenching operations, temporary flumes shall be provided across the trench while open and the lines shall be restored when the backfilling has progressed to the original bedding lines of the sewer so cut. The Contractor shall inform utility owners sufficiently in advance of the Contractor's operations to enable such utility owners to reroute, provide temporary detours or to make other adjustments to utility lines in order that the Contractor may proceed with his Work with a minimum of delay and expense. The Contractor shall cooperate with all utility owners concerned in effecting any utility adjustments necessary and shall not hold the City liable for any expense due to delay or additional Work because of conflicts arising from existing utilities. The Contractor shall do all "trenching in accordance with the provisions and the directions of the E/A as to the amount of trench left unfilled at any time. All excavation and backfilling shall be accomplished as indicated and in compliance with State Statutes. Where excavation for a pipe line is required in an existing City street, a street cut permit is required and control of traffic shall be as indicated in accordance with the Texas Manual on 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 E/A and the change shall be made in the manner directed. Adequate temporary support, protection and maintenance of all underground and surface utility structures, drains, sewers and other obstructions encountered in the progress of the Work shall be furnished by the Contractor, at his expense and as approved by the E /A. Where traffic must cross open trenches, the Contractor shall provide suitable bridges. For trenches less than 2 feet in width, sheet steel plates having a minimum thickness of 1/2 inch shall be used. For trenches up to 4 feet in width, sheet steel plates having a minimum thickness of 3/4 inches shall be used. In all cases, the plates shall overlay the top of the trench a minimum of 18 inches on both sides and secured by asphalt. Adequate provisions shall be made for the flow of sewers, drains and watercourses encountered during construction and any structures which may have been disturbed shall be satisfactorily restored upon completion of Work. When rainfall or runoff is occurring or is forecast by the U.S. Weather Service, the Contractor shall not perform or attempt any excavation or other earth moving Work in or near the flood plain of any stream or watercourse or on slopes subject to erosion or runoff, unless given specific approval by the E /A. When such conditions delay the 510 (rtf) 04/05/99 Page 27 Pipe 1 Current Version: 4/05/99; Previous Version: 8/18/98 1 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 I 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 l 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. 1 If the lines are parallel, they shall not be closer than 4 feet horizontally or 2 feet vertically between OD's with the wastewater lower than the water line. If the lines cross, they may be no closer than 6 inches vertically between OD's with the sewer ' below the water line and one standard 20 foot length of ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches shall be centered at the 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. 1 (3) Utility and Storm Sewer Crossings When the Contractor installs a pipe that crosses under a utility structure or storm sewer and the top of the pipe is within 18 inches of the bottom of the utility structure, 1 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 1 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 510 (rtf) 04/05/99 Page 28 Pipe 1 1 . 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 r Current Version: 4/05/99; Previous Version: 8/18/98 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 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 -114 -E and ° then re- excavated to the proper grade and dimensions. Excavation along curves and bends shall be so oriented that the trench and pipe are approximately centered on the centerline of the curve, using short lengths of pipe and /or bend fittings if necessary. For all utilities to be constructed in fill above natural ground, the embankment shall first be constructed to an elevation not less than 1 foot above the top of the utility after which excavation for the utility shall be made. (6) Trench Depth and Depth of Cover All pipe and in -line appurtenances shall be laid to the grades indicated. The depth of cover shall be measured from the established finish grade, natural ground surface, subgrade for staged construction, street or other permanent surface to the top or uppermost projection of the pipe. (a) Where not otherwise indicated, all water piping shall be laid to the following minimum depths: 1. Water piping installed in undisturbed ground in easements of undeveloped areas, which are not within existing or planned streets, roads or other traffic areas shall be laid with at least 36 inches of cover. 2. Water piping installed in existing streets, roads or other traffic areas shall be laid with at least 48 inches of cover below finish grade. 510 (rtf) 04/05/99 Page 29 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 3. Unless approved by the E /A, installation of water piping in proposed new streets will not be permitted until paving and drainage plans have been approved and the roadway traffic areas excavated to the specified or standard paving subgrade, with all parkways and sidewalk areas graded according to any applicable provisions of the drainage plans or sloped upward from the curb line to the right of way line at a minimum slope of 1/4 inch per foot. Piping and appurtenances installed in such proposed streets shall be laid with at least 36 inches of cover below the actual subgrade. (b) Where not otherwise indicated, all wastewater piping shall be laid to the following minimum depths: 1. Wastewater piping installed in natural ground in easements or other undeveloped areas, which are not within existing or planned streets, roads or other traffic areas shall be laid with at least 42 inches of cover. 2. Wastewater piping installed in existing streets, roads or other traffic areas shall be laid with at least 66 inches of cover. 3. Wastewater piping installed in such proposed streets shall be laid with at least 48 inches of cover below the actual subgrade. (7) Classification of Excavation Excavation will not be considered or paid for as a separate item of Work, so excavated material will not be classified as to type or measured as to quantity. Full payment for all excavation required for the construction shall be included in the various unit or lump sum Contract prices for the various items of Work installed, complete in place. No extra compensation, special treatment or other consideration will be allowed due to rock, pavement, caving, sheeting and bracing, falling or rising water, working under and in the proximity of trees or any other handicaps to excavation. (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 510 (rtf) 04/05/99 Page 30 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 shall be protected from damage and shall be properly plugged and blocked watertight to prevent the entrance of trench water, dirt, etc. The interior of the pipeline shall at all times be kept clean, dry and unobstructed. Where the soil encountered at established footing grade is a quicksand, saturated or unstable material, the following procedure shall be used unless other methods are indicated: All unstable soils shall be removed to a depth of a minimum 2 feet below bottom of piped utility or as required to stabilize the trench foundation. Such excavation shall be carried out for the entire trench width. All unstable soil so removed shall be replaced with a concrete seal, foundation rock or coarse aggregate materials placed across the entire trench width in uniform layers not to exceed 6 inches, loose measure and compacted by mechanical tamping or other means which shall provide a stable foundation for the utility. Forms, sheathing and bracing, pumping, additional excavation and backfill required in unstable trench conditions shall be subsidiary to pipe bid. (10) Blasting All blasting shall conform to the provisions of the "General Conditions" and /or "Public Safety and Convenience ". (11) Removing Old Structures When out of service masonry structures or foundations are encountered in the excavation, such obstructions shall be removed for the full width of the trench and to a depth of 1 foot below the bottom of the trench. When abandoned inlets or manholes are encountered and no plan provision is made for adjustment or connection to the new sewers, such manholes and inlets within the construction limits shall be removed completely to a depth 1 foot below the bottom of the trench. In each instance, the bottom of the trench shall be restored to grade by backfilling and compacting by the methods provided above. Where the trench cuts through storm or wastewater sewers which are known to be abandoned, these sewers shall be cut flush with the sides of the trench and blocked with a concrete plug in a manner satisfactory to the 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 furnish, at his expehse, 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 510 (rtf) 04/05/99 Page 31 Pipe 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: 8118198 from possible damage or change of location. The Contractor shall furnish good, sound twilled lines for use in achieving lines and grades and the necessary plummets and graduated poles. The Contractor shall submit to the E/A at least 6 copies of any layout Drawings from the pipe manufacturer for review and approval. The Contractor shall submit the layout Drawings at least 30 days in advance of any actual construction of the project. The E/A will forward all comments of the review to the Contractor for revision. Revisions shall be made and forwarded to the E/A for his acceptance. Prior to commencement of the Project, reviewed layout Drawings will be sent to the Contractor marked for construction. Should the 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 governing bedding selection. 510 (rtf) 04/05/99 Page 32 Pipe PIPE BEDDING STONE USE / PIPE MATERIAL Cement Stabilized Backfill Natural or Mfd 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: 4/05199; Previous Version: 8118198 from possible damage or change of location. The Contractor shall furnish good, sound twilled lines for use in achieving lines and grades and the necessary plummets and graduated poles. The Contractor shall submit to the E/A at least 6 copies of any layout Drawings from the pipe manufacturer for review and approval. The Contractor shall submit the layout Drawings at least 30 days in advance of any actual construction of the project. The E/A will forward all comments of the review to the Contractor for revision. Revisions shall be made and forwarded to the E/A for his acceptance. Prior to commencement of the Project, reviewed layout Drawings will be sent to the Contractor marked for construction. Should the 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 governing bedding selection. 510 (rtf) 04/05/99 Page 32 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 (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. (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. 510 (rtf) 04/05/99 Page 33 Pipe 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 All recommendations of the manufacturer shall be carefully observed during handling and installation of each material. Unless otherwise indicated, all materials shall be delivered to the project by the manufacturer or agent and unloaded as directed by the Contractor. Each piece shall be placed facing the proper direction near to where it will be installed. The interior of all pipe, fittings and other accessories shall be kept free from dirt and foreign matter at all times and stored in a manner that will protect them from damage. Stockpiled materials shall be stacked so as to minimize entrance of foreign matter. The interior of all pipeline components shall be clean, dry and unobstructed when installed. Piping materials shall not be skidded or rolled against other pipe, etc. and under no circumstances shall pipe, fittings or other accessories be dropped or jolted. During handling and placement, materials shall be carefully observed and inspected and any damaged, defective or unsound materials shall be marked, rejected and removed from the job site. Minor damage shall be marked and repaired in a manner satisfactory to the E /A. Joints, which have been placed, but not joined, backfilled, etc., shall be protected in a 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. (c) 0-Ring and Push -on Joints 510 (rtf) 04/05/99 Page 34 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 (18) Pressure Pipe Laying (a) Grout for Concrete Steel Cylinder Pipe (CSC) and Welded Steel Pipe Just before making a joint the ends of the pipe shall be clean, dry, free of any foreign matter, lump blisters, excessive coal tar coating and grease or oil and shall be wire brushed. The gasket and the inside surface of the bell shall be lubricated with a light film of soft vegetable soap compound (Flax Soap) to facilitate telescoping the joints. The rubber gasket if not factory installed shall be stretched uniformly as it is placed in the spigot groove to insure a uniform volume of rubber around the circumference of the groove. The spigot shall be centered in the bell, the pipe pushed home uniformly and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint.. Care should be taken to prevent dirt or foreign matter from entering the joint space. (d) Bolted Joints All flanged, mechanical or other bolted joints shall be joined with nuts and bolts and be coated as indicated above in Iron 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 510 (rtf) 04/05/99 Page 35 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 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 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 harness. Unless otherwise indicated, on 24 inch or larger piping, all bends greater than 11 1/4 degrees shall be anchored as described herein. 510 (rtf) 04/05/99 Page 36 Pipe 1 Current Version: 4/05/99; Previous Version: 8/18/98 1 1 Storm sewers on steep grades shall be lugged as indicated. 1 (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 FJA. The blocking shall, unless otherwise indicated, be so placed that the pipe, fittings and joints will be accessible for repair. The trench shall be excavated at least 6 inches outside the outermost projections of the pipe or appurtenance and the trench walls shaped or undercut according to the detail Drawings or as required to provide adequate space and bearing area for the concrete. The pipe and fittings shall be adequately weighted and laterally braced to prevent floating, shifting or straining of the pipeline while the concrete is being placed and taking initial set. The Contractor shall be solely responsible for the sufficiency of such restraints. 1 (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 harness of tie rods, pipe clamps or lugs, turnbuckles, etc., may be approved. All carbon steel components of such systems, including nuts and ' washers, shall be hot -dip galvanized; all other members shall be cast ductile iron. After installation, the entire assembly shall be wrapped with 8 mil polyethylene film, overlapped and taped in place with duct tape to form a ' continuous protective wrap. 2. Restrained Joints 1 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.) 1 510 (rtf) 04/05/99 Page 37 Pipe Current Version: 4105/99; 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. 510 (rtf) 04/05/99 Page 38 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Current Version: 4/05/99; Previous Version: 8/18198 Extreme care shall be exercised to prevent material from depositing in the existing pipe as the taps are being made. ' When connections to existing mains are made, a temporary plug approved by the E/A must be installed downstream in the manhole to prevent water and debris from entering the existing system before Final Completion. These plugs shall be removed after the castings are adjusted to finish grade or prior to Final Completion. (24) Water System Connections The Contractor shall, at his expense, make all necessary connections of new piping or accessories to the existing water system. To minimize any inconvenience from outages, the Contractor shall schedule all such connections in advance and such schedule must be approved by the E/A before beginning any Work. (a) Shutoffs The City will make all shutoffs on existing water mains. The Contractor shall be required to notify the E /A's field representative on the job at least 72 hours prior to the desired time for any shutoff. The E/A's Feld 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 furnished 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 (rtf) 04/05/99 Page 39 Pipe Current Version: 4/05/99; Previous Version: 8/18198 (c) Pressure Taps to Existing Water System The Contractor shall make all pressure taps called for by the Contract Documents or required to complete the Work. A pressure tap shall consist of connecting new piping to the existing water system by drilling into the existing pipe while it is carrying water under normal pressure without taking the existing piping out of service. 'Unless otherwise provided by the Contract, the Contractor shall, at his expense, perform all necessary excavation, furnish and install the tapping sleeve, valve and accessories, provide the tapping machine, drill the tap and shall block, anchor and backfill the piping, valve and all accessories, place the new piping in service and perform all site cleanup. When the City makes the tap, City forces are not obligated or expected to 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. (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. 510 (rtf) 04/05/99 Page 40 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 No heavy equipment, which might damage pipe, will be allowed over the pipe until sufficient cover has been placed and compacted. All internal pipe bracing installed or recommended by the manufacturer shall be kept in place until the pipe bedding and trench backfill have been completed over the braced pipe section. Testing of the completed backfill in streets and under and around structures shall meet the specified density requirements. Initial testing shall not be at Contractor's expense and shall conform to the "General Conditions." (b) General Corrugated Metal Pipe After the corrugated metal pipe structure has been completely assembled on the proper line and grade and headwalls constructed where indicated; selected material free from rocks over 8 inches in size from excavation or borrow, as approved by the E /A, shall be placed along both sides of the completed structures equally, in uniform layers not exceeding 6 inches in depth (loose measurement), sprinkled if required and thoroughly compacted between adjacent structures and between the structures and the sides of the trench. Backfill material shall be compacted to the same density requirements as indicated for the adjoining sections of embankment in accordance with the governing specifications thereof. Above the 3/4 point of the structure, the fill shall be placed uniformly on each side of the pipe in layers not to exceed 12 inches, loose measure. Prior to adding each new layer of loose backfill material, until a minimum of 12 inches of cover is obtained over the crown of the pipe, an inspection will be made of the inside periphery of the corrugated metal structure to determine if any floating, local or unequal deformation has occurred as a result of improper construction methods. (c) Backfill Materials The E/A may approve any of the following well graded materials: 1. Select trench material 2. Sand 3. Crushed rock cuttings 4. Rock cuttings 5. Foundation Rock 6. Blasted material with fines and rock 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. 510 (rtf) 04/05/99 Page 41 Pipe 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 Testing for density shall be in accordance with Test Method Tex -114 -E and Test Method Tex - 115 -E. Each layer of backfill must provide the density as required herein. Swelling soils (soils with plasticity index of 20 or more) shall be sprinkled as required to provide not less than optimum moisture nor more than 2 percent over optimum moisture content and compacted to the extent necessary to provide not less than 95 percent nor more than 102 percent of the density as determined in accordance with Test Method Tex - 114-E. Nonswelling soils (soils with plasticity index less than 20) shall be sprinkled as required and compacted to the extent necessary to provide not less than 95 percent of the density as determined in accordance with Test Method Tex - 114 -E. After each layer of 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 as indicated. The remainder of the street backfill shall be Flexible Base, Concrete or Hot Mix Asphalt Concrete as indicated or to replaced in kind to the surface removed to construct the pipe. (e) Backfill in County Street or State Highway Right of Way All Work within the right of way shall meet the requirements of (d) above, as a minimum and shall meet the requirements of the permit issued by the County when their requirements are more stringent. Prior to the start of construction, the Contractor shall be responsible for contacting the appropriate TxDOT office or County Commissioner's Precinct Office and for coordinating his activities with the operating procedures in effect for utility cut permits and pavement repair under their jurisdiction. Approval for all completed Work in the State or County right of way shall be obtained from the appropriate Official prior to final payment by the Owner. (f) Backfill in Railroad Right of Way All Work within the railroad right of way shall meet the requirements of (d) above, as a minimum and shall meet the requirements of the permit issued by the Railroad Owner when their requirements are more stringent. Approval for all completed Work in the railroad right of way shall be obtained from the Railroad prior to Final Completion. (g) Backfill in Easements Where not otherwise indicated, Contractor may select whatever methods and procedures may be necessary to restore entire Work area to a safe, useful and 510 (rtf) 04/05/99 Page 42 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 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 less than 95 percent conforming to TxDOT Test Method Tex - 1147E, unless otherwise directed by E /A. 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 drainage structures shall be constructed or replaced to their original condition or better. No debris shall remain in the drainways or drainage structures. (26) Quality Testing for Installed Pipe (a) Wastewater Pipe Acceptance Testing After construction is complete, E/A will determine whether the pipeline is to be tested for infiltration, exfiltration or by the low pressure air test method. In addition, plastic pipe 18 inches and larger in diameter shall be deflection tested. Wastewater pipe installed in the City of Austin and its ETJ areas shall be tested for exfiltration or infiltration as described below in "Exfiltration Test" and 'Infiltration Test" or by acceptable low pressure air test, as described below. At the conclusion of either test series, the Work shall be further tested for pipeline settlement and also for deflection as described below.. The Contractor shall be solely responsible for making proper repairs to those elements, which do not pass these test requirements. (b) Exfiltration Test Water for the Work shall be metered and furnished 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. 510 (rtf) 04/05/99 Page 43 Pipe Current Version: 4105/99; 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 less than 18 inches below the finished surface and width equal to the original trench width. The trench shall then be flooded with water until it is completely saturated and water stands in the ditch a minimum of 12 inches deep. In cases of steep terrain, earthen dikes shall be used to assure that water will stand over the trench. After it is apparent that the trench is completely saturated, the main shall then be inspected with closed- circuit television for infiltration. Any section of the main or any service stub that indicates infiltration above the maximum quantity specified shall be cause for rejection. This procedure shall not be used for pipes installed in areas where the Plasticity Index (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 E /A, shall be air tested between manholes. Backfilling to grade shall be completed before the test and all laterals and stubs shall be capped or plugged by the Contractor so as not to allow air losses, which could cause an erroneous, test result. Manholes shall be plugged so they are isolated from the pipe and cannot be included in the test. All plugs used to close the sewer for the air test shall be capable of resisting the internal pressures and must be securely braced. Place all air testing equipment above ground and allow no one to enter a manhole or trench where a plugged sewer is under pressure. Release all pressure before the plugs are removed. The testing equipment used must include a pressure relief device designed to 510 (rtf) 04/05/99 Page 44 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 relieve pressure in the sewer under test at 10 psi or less and must allow continuous monitoring of the test pressures in order to avoid excessive pressure. Use care to avoid the flooding of the air inlet by infiltrated ground water. (Inject the air at the upper plug if possible.) Use only qualified personnel to conduct the test. (2) Ground Water Since the presence of ground water will affect the test results, test holes shall be dug to the pipe zone at intervals of not more than 100 feet and the average height of ground water above the pipe (if any) shall be determined before starting the test. (3) Test Procedure The 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.) All air used shall pass through a single control panel. Clean the sewer to be tested and remove all debris where indicated. Wet the sewer prior to testing. The average back pressure of any groundwater shall be determined (0.433 psi) for each foot of average water depth (if any) above the sewer. Add air slowly to the section of sewer being tested until the internal air pressure is raised to 4.0 psig greater than the average back pressure of any ground water that may submerge the pipe. After the internal test pressure is reached, allow at least 2 minutes for the air temperature to stabilize, adding only the amount of air required to maintain pressure. After the temperature stabilization period, disconnect the air supply. Determine and record the time in seconds that is required for the internal air pressure to drop from 3.5 psig to 2.5 psig greater than the average back pressure of any ground water that may submerge the pipe. Compare the time recorded with the specification time for the size and length of pipe as given in the following table: 510 (rtf) 04/05/99 Page 45 Pipe Minimum Specified Time RequiredFor 1.0 psig Pressure Drop For Size and Length of Pipe Indicated Diameter of Pipe, (in.) Specification Time (min -:sec) 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 89:02106:50124:38142:26160:15 33 43:05 64:38 86:10 107:43 129:16 150:43 172:21 193:53 36 51:17 76:55 102:34 128:12 153:50179:29 205:07 230:46 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 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 less. Lines that are 36 inches or larger inside diameter may be air tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch to 2.5 pounds per square inch gauge during a joint test, regardless of pipe size, shall be twenty (20) seconds. For sections of pipe less than 36 -inch inside diameter, the minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge must be computed by the following equation: T = 0.0850 (D)(K) /(Q), where 1 1 510 (rtf) 04/05/99 Page 46 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 (f) 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 internal 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). 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 backfilled and all service laterals, fire hydrants and other appurtenances installed and connected, a pressure test, followed by a leakage test, will be conducted by the City. The City will furnish the pump and gauges for the tests. The Contractor shall be present and shall furnish all necessary assistance for conducting the tests. The specified test pressures will be based on the elevation of the lowest point of the line or section under test. Before applying the specified test pressure, all air shall be expelled from the pipe. If permanent air vents are not located at all high points, the Contractor shall install corporation cocks at such points. 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 510 (rtf) 04/05/99 Page 47 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 The entire project or each valved section shall be tested, at a pressure of 200 psi for a sufficient period (approximately 10 minutes) to discover all leaking or defective materials. Repairs shall be made by the Contractor to correct any leaking or defective materials. (b) Pressure Pipe Leakage Test A leakage test will follow the pressure test and be conducted on the entire project or each valved section. The leakage test shall be at 150 psi for at least 1 hour. (1) Allowable Leakage Leakage shall be defined as the quantity of water that must be supplied into any test section of pipe to maintain the specified leakage test pressure (see above, "Pressure Pipe Leakage Test ") after the air in the pipeline has been expelled and the pipe has been filled with water. No pipe installation will be accepted if the leakage exceeds 25 gallons /24 hours /mile of pipe /inch nominal pipe diameter. (25cipd) (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. 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 510 (rtf) 04/05/99 Page 48 Pipe Current Version: 4/05/99; Previous Version: 8/18198 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 less 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. 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 510 (rtf) 04/05/99 Page 49 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 1 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. 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 furnish the sterile sample bottles and may, at its discretion, collect the test samples with City personnel. If the initial disinfection fails to produce acceptable sample 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 coliform 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. 1 The City of Austin Water Quality Laboratory will notify the assigned City of Austin Inspector in writing of all test results. The Inspector will subsequently notify the ' Contractor of all test results. The Water Quality Laboratory will not release test results directly to the Contractor. (30) Cleanup and Restoration 1 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 1 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. 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 1 510 (rtf) 04/05/99 Page 50 Pipe Current Version: 4/05/99; Previous Version: 8118/98 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 return 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. 510.5 Payment Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear foot for the various sizes of pipe, of the materials and type indicated, unless unstable material is encountered or trench excavation and backfill is bid as a separate item. The concrete seal, foundation rock or coarse aggregate when used as directed in unstable material will be paid for at the unit price bid per cubic yard, which shall be full payment for all excavation and removal of unsuitable material and furnishing, placing and compacting the foundation rock, coarse aggregate or other approved material all complete in place. Excavation and backfill, when included as a separate pay item, will be paid for by Pay Item No. 510 -E or 510 -F. 510 (rtf) 04/05/99 Page 51 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 (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. furnishing, hauling and placing pipe f. fittings larger than 24 inch g. field constructed joints, collars, temporary plugs, caps or bulkheads h. all necessary lugs, rods or braces i. pipe coatings and protection j. connections to existing systems or structures, concrete blocking and thrust blocks and restrained joints k. preparing, shaping, pumping for dewatering, and shoring of trenches I. bedding materials m. backfill materials n. hauling, placing and preparing bedding materials o. particle migration measures p. hauling, moving, placing and compacting backfill materials q. temporary and permanent pavement repairs and maintenance r. temporary and permanent removal and replacement of pavement, curb, drainage structures, driveways, sidewalks and any other improvements damaged or removed during construction s. cleanup t. vertical stack on deep wastewater services u. all other incidentals necessary to complete the pipe installation as indicated. No separate payment will be made for thrust restraint measures. Steel cylinder concrete pipe fittings and welded steel pipe fittings will not be paid for separately. These will be subsidiary to the bid item Pipe. (2) Concrete Cradles and Seals • When called for in the Bid, concrete cradles and seals will be paid for at the unit Contract price bid per linear foot for the size of pipe specified, complete in place. (3) Concrete Retards When called for in the Bid, Concrete retards will be paid under Item No. 593, Concrete Retards." (4) Boring, Jacking and Tunneling When called for in the Bid, boring, jacking and tunneling will be paid under Item 501, "Jacking or Boring" or Item 502, "Tunneling". 510 (rtf) 04/05/99 Page 52 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 (5) Wet Connections to Water Mains When called for in the bid, wet connections will be paid at the unit price bid per each, complete in place, according to the size of the main that is in service and shall be full compensation for all Work required to make the connection and place the pipe in service. . (See 510.3 Construction Methods (24) (b) Wet Connections to Existing Water System) (6) Fittings Cast iron and ductile iron fittings of the class indicated, furnished in accordance with these specifications will be paid for at the unit price bid per ton, complete in place, according to scheduled weights for mechanical joint fittings furnished, including glands, bolts and gaskets, as published in the following standards: AWWA C -153 for all fittings 4 -inch through -24 inch sizes, regardless of whether AWWA C -110 or AWWA 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. Concrete Encasement When called for in the Bid, Concrete Pipe Encasement will be paid under Item No. 505, "Concrete Encasement and Encasement Pipe ". ( ( (10) Pressure Taps Pressure taps will be paid for at the unit price bid, complete in place, according to the size tap made and the size main tapped and shall be full payment for furnishing all necessary materials, including tapping sleeve and valve, making the tap, testing and placing the connection in service. , (11) Trench Safety Systems When called for in Bid, Trench Safety Systems shall conform to Item No. 509, "Trench Safety Systems ". (12) In - Place Sliplining with or without In - Place Pipe Destruction /Replacement As called for in the corresponding bid items, pipe sliplining with or without in -place pipe destruction /replacement will be paid for at the Contract price per linear foot for the specified liner and pipe size and type pipe, at all depths, complete in place. 510 (rtf) 04/05/99 Page 53 Pipe Current Version: 4/05/99; Previous Version: 8/18/98 Installation of new services, or reconnection of existing services, to the liner will be paid for at the Contract price per each for the specified size and type of service, at all depths, complete in place. (13) Cured Resin Pipe Lining When called for in the bid, cured resin pipe lining will be paid for per linear foot, for the size and type of pipe lined, at all depths, complete in place including all equipment set- ups, video inspection and cleaning of existing pipe. Installation of new services or reconnection of existing services to the relined pipe will be paid for per each, for the specified size and type of service, at all depths, complete in place. Payment, when included as a Contract pay item, will be made under one of the following: Pay Item No. 510 -A: Pipe, _Dia. _(all depths), including Excavation and Backfill Per Linear Foot. Pay Item No. 510 -B: In -Place Sliplining without In -Place Pipe Destruction /Replacement ( Dia. Pipe Lining in. Dia. Existing Pipe) Per Linear Foot. Pay Item No. 510 -C: In -Place Sliplining with Pipe Destruction /Replacement ( Dia. _Replacement Pipe _ in. Dia. Existing Pipe) - Per Linear Foot. Pay Item No. 510 -D: Installing or Reconnecting Lateral Service to 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 -H: 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 -K: Cement Stabilized Backfill Dia. Pipe - Per Linear Foot. Pay Item No. 510 -N: Cured Resin Pipe Lining (for _ Dia. Pipe) - per Linear Foot. Pay Item No. 510 -P: Installing or Reconnecting Lateral Service to Cured Resin Lined Pipe ( Dia. Service (for _ Dia. Main) - Per Each. Pay Item No. 510 -T: Pressure Taps, _ Dia. X _ Dia. - Per Each. Pay Item No. 510 -V: Wet Connections, _ Dia. x _ Dia. - Per Each. Pay Item No. 510 - X: Ductile Iron Fittings 4 inch through 24 inch - . Per Ton. A "W" after the pay item indicates the use for water. A "WW" after the pay item indicates the use for wastewater. End 510 (rtf) 04/05/99 Page 54 Pipe � Current Version: 4/05/99; Previous Version: 8/18/98 Applicable References: Standard Specifications 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 (rtf) 04/05/99 Page 55 Pipe Current Version: 4/05/99; Previous Version: 8/15/97 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. Item No. 511S 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, 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: 511S 04/05/99 Page 1 . Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 Each submittal shall be accompanied by: (1) Complete data covering: 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, and 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. (5) Complete replacement parts lists and drawings, identifying every part for both the valve and operator. (3) 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 511S 04/05/99 Page 2 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 and drilled to allow the drilling machine adapter to be attached directly to the valve. (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 "AWWA" Standard C -504, "Rubber- Seated Butterfly Valves ", Class 150B, 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. 5115 04/05/99 Page 3 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 f). Unless otherwise indicated, motorized butterfly valves shall be equipped with 230/460 volt, 3 -phase reversing motor operators, extended as required to locate the center line of the operator shaft approximately 4 feet to 4 feet, 6 inches (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 extemal 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 st 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 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 511S 04/05/99 Page 5 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 furnished on the hydrant. The cap nut shall have the same configuration as the operating nut. Hydrants shall be Dry-Top Construction, factory lubricated oil or grease with the lubricant plug readily accessible. The system shall be described for City approval. 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. 5115.4 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 boxes and valve stem casings shall be firmly supported and maintained, centered and aligned plumb over the valve �r operating stem, with the top of the box or casing installed flush with the finished ground or pavement in existing streets, and installed 511S 04/05/99 Page 6 Water Valves Current Version: 4/05/99; Previous Version: 8115/97 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 approved metal harness 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. 511S 04/05/99 Page 7 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 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)/510S.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)/510S.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- 2/511 S -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. 511S.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. 511S.6 Payment Payment shall include full compensation, in accordance with the pay item established in the bid, for excavation, furnishing, hauling and placing valves and barrel extensions including anchorage and all incidental and subsidiary materials and work; preparing, shaping, dewatering, shoring of trenches, bedding, placing and compacting backfill materials and for all other incidentals necessary to complete the installation, as indicated in the Drawings, complete in place. 511S 04/05/99 Page 8 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 Payment for iron fttings and for wet connections are covered in Item No. 510.6/510S.6, "Pipe". (A) Valves: Valves will 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, 16" (406 mm) Diameter. - - -Per Each. END SPECIFIC CROSS REFERENCE MATERIALS Specification 511S, "Water Valves" City of Austin Standard Specification Items Designation Description Item No. 510 Pipe Item No. 510.3 (22) Pipe Anchorage, Support and Protection 511S 04/05/99 Page 9 Water Valves Current Version: 4/05/99; Previous Version: 8/15/97 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) 511S -2 3" (76 mm) or Larger AirNacuum Valve Installation (Type II) 511S -3 3" (76 mm) or LargerAirNacuum 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 Jacking or Boring Item No. 502 Tunneling Item No. 503 Frames, Grates, Rings and Covers 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 10 Water Valves Volume III ,e- 0/ o4 a6 &) SPECIAL PROVISIONS 1993 Specifications SPECIAL PROVISION SCHEDULE OF LIQUIDATED DAMAGES For Amount Amount of of Contract Liquidated From More To and Damages Per Than Including Working Day $ 0 $ 100,000 $ 350 100,000 500,000 450 500,000 1,000,000 650 1,000,000 2,000,000 750 2,000,000 5,000,000 1,000 5,000,000 10,000,000 1,350 10,000,000 15,000,000 1,800 15,000,000 20,000,000 2,200 20,000,000 Over 20,000,000 2,700 1 -1 000 - -2693 4 -00 1993 Specifications SPECIAL PROVISION TO ITEM 1 DEFINITION OF TERMS For this project, Item 1, "Definition of Terms ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 1.4. Bidder is voided and replaced by the following: 1.4. Bidder. An individual, partnership, limited liability company, corporation or any combination thereof submitting a proposal. Article 1.13 Construction Bulletin C -14 is voided and replaced by the following: 1.13. Construction Bulletin C - 14. All references to Construction Bulletin C -14 for the design of asphaltic concrete pavement shall be understood to denote Test Method Tex - 204 -F. All references to Construction Bulletin C -14 for the calibration of cold aggregate feeds shall be understood to denote the plant manufacturer's recommended calibration procedures or other method acceptable to the Engineer. Article 1.14. Contract is voided and replaced by the following: 1.14. Contract. The agreement between the City and the Contractor covering the furnishing of materials and performance of the work. The contract will include, but not be limited to the Plans, Standard Specification incorporated by reference, Special Provisions, Special Specifications, Contract Bonds, Supplemental Agreements and Change Orders. Article 1.21. Departmental Material Specifications is voided and replaced by the following: 1.21. Departmental Material Specifications. Specifications for various materials published by the Materials Section of the Construction Division (CSTM). Departmental Material Specifications are now referred to as DMS -XXXX in lieu of D -9 -XXXX. Article 1.47. Proposal is voided and replaced by the following: 1.47. Proposal. The offer of the bidder made out on the prescribed form, including addenda, giving unit bid prices for performing the work described in the plans and specifications. 1 -3 001 -- -114 5 -99 Article 1.65. Supplemental Agreements is supplemented by the following: A supplemental agreement will be used by the Department whenever the modifications include: (1) assignment of the contract from one entity to another, (2) an agreement with the surety to complete a defaulted contract, or (3) other cases desired by the Department. This Item is supplemented by the following: 1.74. Mathematically Unbalanced Bid. A bid containing lump sum or unit bid items which do not reflect reasonable actual costs plus a reasonable proportionate share of the bidder's anticipated profit, overhead costs and other indirect costs. 1.75. Materially Unbalanced Bid. A bid which generates a reasonable doubt that award to the bidder submitting a mathematically unbalanced bid will result in the lowest ultimate cost to the State. 1.76. Change Order. A written description by the Department covering modifications to the original contract necessary to complete the contracted work. 1.77. Subcontractor. An individual, partnership, limited liability company, corporation or any combination thereof to which the Contractor sublets, or proposes to sublet, any portion of a contract. 1.78. Disadvantaged Business Enterprise (DBE). A small business concern, certified by the Department, which is 51 percent owned by one or more minorities or women, or in the case of a publicly owned business, at least 51 percent of the stock is owned by one or more minorities or women, and whose management and daily business operations are controlled by one or more such individuals. 1.79. Historically Underutilized Business (HUB). A corporation, sole proprietorship, partnership, or joint venture formed for the purpose of making a profit, which is certified by the General Services Commission, and in which 51 percent of the company is owned by one or more persons who are socially disadvantaged because of their identification as members of certain groups including Black Americans, Hispanic Americans, Women, Asian - Pacific Americans, or Native Americans and have suffered the effects of discriminatory practices or similar insidious circumstances over which they have no control; and have a proportionate interest and demonstrate active participation in the control, operation and management of the business affairs. 1.80. Routine Maintenance Contract. A contract paid out of maintenance funds, for work performed to preserve and repair the roadways and rights of way, with all its components, to its designed or accepted configuration. Components include travelway surfaces, shoulders, roadside, drainage facilities, bridges, tunnels, signs, markings, lighting fixtures, etc. 1.81. Bidding Capacity. The maximum dollar value a Contractor may have under contract at any given time. 2 -3 001 - - -114 5 -99 1.82. Available Bidding Capacity. Bidding capacity less uncompleted work under contract. 1.83. Debar (Debarment). To disqualify (the disqualification of) a Contractor from bidding on or entering into a contract, or from participating as a Contractor or Subcontractor. 1.85. Nonhazardous Recyclable Material. A material that has been recovered or diverted from the nonhazardous waste stream for purposes of reuse or recycling in the manufacture of products that may otherwise be produced using raw or virgin materials. 3 -3 001 -- -119 5 -99 SPECIAL PROVISION TO ITEM 2 INSTRUCTIONS TO BIDDERS For this project, Item 2, "Instructions to Bidders ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 2.1. Contents of Proposal Forms is voided and replaced by the following: 2.1. Requests for, Issuance of, and Contents of Proposal Forms (1) Requests for Proposal Forms. A request for a proposal form on a state funded construction or maintenance contract may be made orally or in writing. A request for a proposal form on a federal -aid construction or maintenance contract must be submitted in writing, and must include a statement in a form prescribed by the City certifying whether the bidder is currently disqualified by an agency of the federal government as a participant in programs and activities involving federal financial and nonfinancial assistance and benefits. (2) Issuance of Proposal Forms. (a) Issuance of Proposal Forms for Construction and Maintenance Contracts. The City will, upon receipt of a request, issue a proposal form for a construction or maintenance contract as follows: I. For a project on which audited fmancial prequalification is required, only to a prequalified bidder, and only if the estimated cost of the project is within that bidder's available bidding capacity; and 2. For a project on which audited financial qualification is waived under Article 2.4, only if the estimated cost of the project is within that bidder's available bidding capacity. (b) Non - issuance of Proposal Forms for Construction and Maintenance Contracts. The City will not issue a proposal form requested by a bidder for a construction or maintenance contract: 1. For a federal -aid project, if at the time of the request the bidder is disqualified by an agency of the federal government as a participant in programs and activities involving federal assistance and benefits; 2. For all projects, if at the time of the request the bidder is suspended or debarred by order of the City Council, or is prohibited from rebidding a specific project because of default of the first awarded bid; 3. For all projects, if at the time of the request the bidder has not fulfilled the requirements for qualification under Article 2.4; 4. For all projects, if at the time of the request the bidder has failed to attend a mandatory pre-bid conference; or 5. For all projects, if the bidder or a subsidiary or affiliate of the bidder has received compensation from the City to participate in the preparation of the plans or specifications on which the bid or contract is based. (c) Informational Proposal. The City will issue an information proposal form upon request. (3) Contents of Proposal Forms. A proposal form will include: 1. The location and description of the proposed work; 2. An estimate of the various quantities and kinds of work to be performed or materials to be furnished; 3. A schedule of items for which unit prices are requested; 4. The time within which the work is to be completed; and 5. The special provisions and special specifications. Article 2.4. Competency of Bidders is supplemented by the following: To be eligible as a subcontractor for a construction or maintenance contract, a subcontractor must submit a completed subcontractor's questionnaire. Article 2.5. Preparation of Proposal is voided and replaced by the following: 2.5. Preparation of Proposal. The bidder shall submit his proposal on the form famished to him by the City except as provided below. Writing in words in ink shall fill in the blank spaces for each item as required in the proposal. The bidder shall submit a unit price, in dollars and/or cents, for each item for which a bid is requested (including a zero if appropriate), except in the case of a bid item for which there is an alternate bid item. In such case, prices must be submitted for the base bid or for the items of one or more of the alternates. A bid item Left blank, except in the case of an alternate will constitute an incomplete bid. The proposal shall be executed in ink in the complete and correct name of the bidder making the proposal and shall be signed by the person or persons authorized to bind the bidder. Bidders, at their option, in lieu of hand writing the unit prices in words in ink in the proposal, may submit an original computer printout sheet bearing certification by and signature for the bidding firm. The unit prices shown on acceptable printouts will be the unit prices used to tabulate the bid and used in the contract if awarded by the Council. As a minimum, computer printouts must contain the information in the arrangement shown on the "Example of Bid Prices Submitted by Computer Printout" form in the proposal. A bidding proposal on a federal -aid project shall include, in a form prescribed by the City, a certification of eligibility status. The certification shall describe any suspension, debarment, voluntary exclusion, or ineligibility determination actions by an agency of the federal government, and any indictment, conviction, or civil judgment involving fraud or official misconduct, each with respect to the bidder or any person associated therewith in the capacity of owner, partner, director, officer, principal investor, project director /supervisor, manager, auditor, or a position involving the administration of federal funds; and shall cover the three (3) year period immediately preceding the date of the proposal. Information adverse to the bidder as contained in the certification will be reviewed by the City, the Department of Transportation (TxDOT) and by the Federal Highway Administration (FHWA), and may result in rejection of the bid and disqualification of the bidder. Article 2.6. Resection of Proposals. The second paragraph is voided and replaced by the following: Any proposal that has one or more of the deficiencies listed below will be considered to be non - responsive and will not be read publicly. 1. The proposal certification and/or affirmation are not signed. 2. The proposal guaranty is not a cashier's check or a bank money order on a State or National Bank, or a cashier's check or money order on a State or National Savings & Loan Association, or a cashier's check or money order on a State or Federally Chartered Credit Union, payable to the order of the City of Round Rock. 3. The proposal guaranty check is not payable at or through the institution issuing the instrument or the guaranty instrument does not state that the issuing institution is both the drawer and the drawee of the official obligation to pay the amount stated. 4. The proposal guaranty is Tess than the amount prescribed by the proposal. 5. The proposal guaranty check is labeled "Officer's Check ", "Official Check" or "Teller's Check ". 6. The proposal is submitted by an unqualified bidder. 7. The bidder did not attend a specified mandatory pre -bid conference. 8. The proposal is in a form other than the official proposal form issued to the bidder. 9. The proposal was received after the time or at some location other than that specified in the advertisement. 10. The unit prices are written in the proposal in numerals. 11. The proposal submitted has too few or too many bid items due to the bidder not submitting the latest revised version of the proposal. 12. The proprietor, partner, majority shareholder or substantial owner is 30 or more days delinquent in providing child support under a court order or a written repayment agreement. 13. A computer printout proposal, when used, does not have the unit bid prices entered in designated spaces, does not include the proper certification, is not signed in the name of the firm to whom the proposal was issued, or omits required bid items or includes items not shown in the proposal. 14. The bidder was not authorized to be issued a proposal under Subarticle 2.1.(2). 15. If more than one proposal involving a bidder under the same or different names is submitted, the City will not accept and will not read any of the proposals submitted by that bidder. Article 2.7. Proposal Guaranty. The first paragraph is voided and replaced by the following: The proposal shall be accompanied by a proposal guaranty in the amount indicated in the proposal. The proposal guaranty shall be payable to the City of Round Rock City and shall be a cashier's check or a bank money order on a State or National Bank or a Savings and Loan Association, or a State or Federally Chartered Credit Union. A check or money order must be payable at or through the institution issuing the instrument, or must state that the issuing institution is both the drawer and the drawee of the official obligation to pay the amount stated. The City will not accept as a proposal guaranty: 1. a check labeled "Official Check ", "Officer's Check ", or "Teller's Check "; 2. personal checks or certified checks; 3. other types of money orders or bank drafts; or 4. bid bonds. Article 2.10. Withdrawal of Proposal is voided and replaced by the following: 2.10. Withdrawal of Proposal. A bidder may withdraw a proposal by submitting a request in writing to the Letting Official. The City will not accept telephone or telegraph requests, but will accept a properly signed telefacsimile request. The request must be made by a person authorized to bind the bidder, and must be in the hands of the Letting Official before the scheduled bid opening. Article 2.11. Public Opening of Proposals is voided and replaced by the following: 2.11. Public Opening of Proposals. Bids will be opened and read at a public hearing conducted by the Director of the City's Construction and Maintenance Division, or his or her designee, on behalf of the City Council. Each hearing shall be in the City of Round Rock, at the time and location specified in the advertisement. Article 2.12. Disqualification of Bidder. The second paragraph is voided and not replaced. The following article is added to this Item: Article 2.14. Child Support Order Compliance. A child support obligor who is more than 30 days delinquent in paying child support and a business entity in which the obligor is a sole proprietor, partner, shareholder or owner with an ownership interest of at least 25 percent is not eligible to receive payments from state funds under a contract to provide property, materials, or services; or receive a state - funded grant or loan. By signing the contract, the Contractor, under penalty of perjury under the laws of the State of Texas, certifies that the sole proprietor, partner, shareholder or owner of the firm is not 30 or more days delinquent in providing child support. By signing the contract, the Contractor makes material representation of fact upon which reliance is placed as the City enters into the contract. If it is later determined that the Contractor knowingly rendered an erroneous representation, in addition to other remedies available, the Department may terminate the contract for cause or default. The Contractor shall provide immediate written notice to the City if at any time it learns that its representation was erroneous when submitted or has become erroneous by reason of changed circumstances. 1 1993 Specifications 1 SPECIAL PROVISION TO ITEM 3 1 AWARD AND EXECUTION OF CONTRACT For this project, Item 3, "Award and Execution of Contract ", of the Standard Specifications, is hereby amended with respect to the clauses cited below, and no other clauses or requirements of this item are waived or changed hereby. Article 3.1. Consideration of Bids. The second paragraph is voided and replaced by the following: In determining the amount of the bid as well as computing the amount due for payment of each item under the contract, the City reserves the right to round off all unit bids involving fractional parts of a cent to the nearest one -tenth cent. Proposal entries of no dollars and no cents or zero dollars and zero cents will be interpreted to be one -tenth of a cent ($.001) and will be entered in the bid tabulation as $.001. Any entry less than $.001 will be interpreted and entered as $.001. If a bidder submits both a completed proposal form and a properly completed computer printout, the Department will use the unit bid prices shown on the computer printout to determine the total bid amount. If the computer printout is incomplete, the Department will use the completed proposal form to determine the total bid amount of the proposal. 1 If a bidder submits two computer printouts reflecting different totals, both printouts will be tabulated and the Department will use the lower tabulation. If a unit bid price is illegible, the Department will make a documented determination of the unit bid price for tabulation purposes. If a unit bid price has been entered for both the regular bid and a corresponding alternate bid, the Department will determine the option that results in the lowest cost to the City and tabulate as such. If both the regular and alternate bid result in the same cost to the City, the Department will select the regular bid item or items. r 1 1 1 1 -4 003 - - -098 3 -00 Article 3.2. Award of Contract is voided and replaced by the following: 3.2. Award of Contract. The award, if it is made, will be made within 3D days after the opening of the proposal. The Council may reject any and all bids. The Council will reject all bids if: 1. There is reason to believe collusion may have existed among the bidders. All participants in such collusion will not be allowed to bid on future proposals for the same work. 2. The low bid is determined to be both mathematically and materially unbalanced. If the apparent low bidder has mathematically and materially unbalanced their bid they will not be allowed to bid on future proposals for the same work. 3. The lowest bid is higher than the Department's estimate and the Council determines that re- advertising the project for bids may result in a significantly lower low bid. 4. The lowest bid is higher than the Department's estimate and the Council determines that the work should be done by Department forces. If the Council does not reject all bids, it will award the contract to the lowest bidder, except as provided in the following paragraph. For non - federal -aid contracts, the award will not be made to a nonresident bidder unless the nonresident bidder's bid is lower than the lowest bid submitted by a Texas resident bidder by the same amount that a Texas resident bidder would be required to underbid a nonresident bidder to obtain a comparable contract in the state in which the nonresident's principal place of business is located. Article 3.3. Return of Proposal Guaranty is supplemented by the following: No more than 72 hours after bids are opened, the Department will return cashier's checks, teller's checks and money orders of all bidders except the apparent low bidder. Bid bonds will be retained by the Department. Article 3.4. Execution of Contract, Bonds and Certificate of Insurance is voided and replaced by the following: 3.4. Execution of Contract, Bonds, Certificate of Insurance, Furnishing Ownership Information, DBE /HUB Information and the List of Quoting Suppliers and Subcontractors. Except as provided in the following paragraph, within 15 days after written notification of award of a contract, the successful bidder must execute and furnish to the Department the contract with: 2 -4 003 -- -048 3 -00 1. A performance bond and a payment bond, if required, with powers of attorneys attached, each in the full amount of the contract price, executed by a surety company or surety companies authorized to execute surety bonds under and in accordance with the laws of the State of Texas, and 2. For all contracts except routine maintenance contracts, a certificate of insurance showing coverages in accordance with contract requirements. For routine maintenance contracts, the Contractor shall provide the Department with the certificate of insurance prior to the beginning of work. 3. For all contracts except routine maintenance contracts, a list of all suppliers and subcontractors that quoted on the contract. This list shall include names, addresses, telephone numbers and type(s) of work quoted. 4. On the form provided by the department, the names and social security numbers of all individuals owning 25 percent or more of the firm, or firms in the case of a joint venture. Within 14 days after award of a contract containing a DBE or HUB goal, the successful bidder who is not a DBE or HUB must submit all the information required by the Department relating to the DBE or HUB participation to be used to achieve the contract's DBE or HUB goal. When requested, additional time, not to exceed 15 days, may be granted based on the documentation submitted by the Contractor. The successful bidder must comply with the requirements of the preceding paragraph within 15 days of written notification of acceptance by the Department of the successful bidder's documentation to achieve the DBE or HUB goal. The performance bond and payment bond are to be furnished as a guarantee of the faithful performance of the work and for the protection of the claimants for labor and materials as outlined in Item 1, "Definition of Terms ". When the amount of the contract exceeds $100,000, a performance bond and a payment bond will be required. When the amount of the contract is less than or equal to $100,000 but greater than $25,000, only a payment bond will be required. When the amount of the contract is $25,000 or less, neither a performance bond nor a payment bond will be required. Article 3.6. Failure to Execute Contract, Bonds and Certificate of Insurance, is voided and replaced by the following: 3.6. Failure to Execute Contract, Bonds, Certificate of Insurance, Furnishing Ownership Information, DBE /HUB Information and the List of Quoting Suppliers and Subcontractors. 3 -4 003 - - -048 3 -00 Should the bidder to whom the contract is awarded refuse or neglect to execute and file the contract, bonds, Certificate of Insurance, furnish ownership information, DBE /HUB information and the list of quoting suppliers and subcontractors within 15 days after written notification of the award of the contract, the proposal guaranty filed with the bid shall become the property of the City, not as a penalty, but as liquidated damages. A bidder who forfeits his proposal guaranty in accordance with this article will not be considered in future proposals for the same work unless there has been a substantial change in design of the project subsequent to the forfeiture of the proposal guaranty. 4 -4 003 - - -048 3 -00 1993 Specifications SPECIAL PROVISION TO ITEM 4 SCOPE OF WORK For this project, Item 4, "Scope of Work ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this item are waived or changed hereby. Article 4.3. Extra Work. The second sentence is voided and replaced by the following: However before any extra work is begun, a "Change Order" shall be executed establishing the "Unit Price" or "Force Account" basis of payment as provided under Article 9.4 and time adjustment for the change. 1 -1 004 -- -014 3 -99 1993 Specifications SPECIAL PROVISION TO ITEM 5 CONTROL OF THE WORK For this project, Item 5, "Control of the Work ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 5.5. Coordination of Plans, Specifications and Special Provisions. The first sentence is voided and replaced by the following: The specifications accompanying plans, special provisions and supplemental agreements or change orders are essential parts of the contract and a requirement occurring in one is as binding as though occurring in all. 1 -1 005 -- -002 6 -94 SPECIAL PROVISION TO ITEM 7 "LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC" For this project, in addition to any forms of insurance or bond required under the terms of the contract and specifications, the Contractor will be required to carry insurance in the following kinds and amounts: 1. Comprehensive General Liability Policy. The Contractor shall furnish evidence to the City of Round Rock, Texas that, with respect to the operations he performs, he carries a standard Comprehensive General Liability Insurance Policy providing limits of not less than two million dollars ($2,000,000) for bodily injury and property damage per occurrence and not less than two million dollars (S2,000,000) aggregate for all occurrences. If any part of the work is sublet similar insurance shall be provided by or in behalf of the subcontractors to cover their operations. 2. Contractors' Protective Liability Insurance. The Contractor shall furnish evidence to the City of Round Rock, Texas that, with respect to the operations performed for him by subcontractors, he carries in his own behalf a Contractors' Protective Liability Insurance policy providing for a limit of not less than two million dollars (S2, 000,000) for bodily injury and property damage per occurrence and not less than two million dollars (S2, 000,000) aggregate for all occurrences. 3. Railroads' Protective Liability (which includes Bodily Injury, Property Damage and Physical Damage Insurance). The Contractor shall furnish an original policy to the City of Round Rock, Texas for and in behalf of the Railroad which, with respect to the operations he or any of his contractors perform, provides the standard Railroad Protective Liability policy, with a limit of not less than two million dollars ($2,000,000) for bodily injury' property damage and physical damage to property and not less than samillion dollars ($6,000,000) aggregate for all occurrences. With respect to the above outlined insurance requirements for Railroads, the following shall govern: a. Where one Railroad Company is involved, the Contractor shall provide one insurance policy in the name of the Railroad Company. However, if more than one grade separation is involved on the project at entirely separate locations on the line or lines of the same Railroad Company, separate coverage shall be provided, each in the amounts stated above. Dual lane structures at the same highway location will be considered as one structure and only one policy will be required. b. Where more than one Railroad Company is operating on the same right of way or where several Railroad Companies are involved and operate on their own separate rights of way, the Contractor shall provide separate insurance policies in the name of each Railroad Company. c. If, in addition to a grade separation, other work is proposed on a Railroad Company's right of way at a location entirely separate from the grade separation, insurance coverage for this work shall be included in the policy covering the grade separation. d. If no grade separation is involved but other work is proposed on a Railroad Company's right of way, all such other work may be covered in a single policy for that railroad even though the work may be at two or more separate locations. If other work is proposed on two or more Railroad Companies' rights of way or where other work is proposed involving two or more Railroad Companies operating on the same right of way, separate insurance policies must be provided for each Company. 4. General. No work on Railroad Company's property to be performed by the Contractor shall be commenced until the Contractor has furnished the City of Round Rock, Texas certification of required "Comprehensive General liability Policy" and an original policy of required "Railroad Protective Liability (which includes Bodily Injury, Property Damage and Physical Damage Insurance)" for each Railroad Company named, as required by Paragraph No. 3, above. The insurance, as specified in paragraphs numbered 1 and 2 above, shall be carried until all work required to be performed under the terms of the contract is satisfactorily completed as evidenced by the formal acceptance by the City of Round Rock, Texas. The insurance, as specified in paragraph number 3 above, shall be carried until all work to be performed on the railroad right of way has been completed and the temporary grade crossing, if any, is no longer used by the Contractor. No direct compensation will be made to the Contractor for providing the insurance policies required herein as the costs involved shall be included in the unit prices bid for the several pay items of the proposal. 1993 Specifications SPECIAL PROVISION TO ITEM 8 PROSECUTION AND PROGRESS For this project, Item 8, "Prosecution and Progress ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 8.2. Prosecution of Work is voided and replaced by the following: 8.2. Prosecution of Work. Prior to beginning construction operations, a preconstruction conference between the Contractor and the Engineer will be conducted. The Contractor shall begin the work to be performed under the contract within 30 days after the date of the authorization to begin work as shown on the work order and shall continuously prosecute same with such diligence as will enable him to complete the work within the time limit specified. He shall notify the Engineer at least 24 hours before beginning work in any new operation. The Contractor shall not start new operations to the detriment of work already begun. The prosecution of the work shall be conducted in such a manner as to impose minimum interference to traffic. Also, prior to beginning construction operations, the Contractor shall submit to the Engineer for acceptance a schedule of all planned work activities and sequences that they intend to follow in order to complete the contract within the allotted time. The purpose of the Department requiring the project schedule shall be to: 1. Ensure adequate planning during the prosecution and progress of the work in accordance with the allowable number of calendar days and all milestones; 2. Assure coordination of the efforts of the Contractor, Department, Utilities and others that may be involved in the project; 3. Assist the Contractor and Department in monitoring the progress of the work and evaluating proposed changes to the contract; and 4. Assist the Department in administering the contract time requirements. The Schedule should include major material procurements, known utility 1 -2 008 - - -117 7 -97 relocations and other activities which may affect the project completion. The schedule may be prepared in either a bar chart or a critical path method (CPM) format unless the CPM format is specifically required by general note. A beginning date, and ending date, and a duration in working days shall be shown for each work activity. If a CPM schedule is specified by general note the schedule shall be prepared using the Precedence Diagram Method (PDM), and the activity float and the relationships between the work activities shall also be shown. The duration of work activities for either type of schedule shall not exceed 20 working days, unless otherwise accepted by the Engineer. An estimated production rate for each activity shall also be shown. The schedule shall be updated on a monthly basis and submitted to the Engineer. Updating the project schedule shall be defined as adding actual progress made during the previous month and making minor changes in activity relationships. A project status meeting will be held with the Engineer during the first week of each third month, after work begins, to review the progress of the work. In the event the progress review indicates the Contractor will not complete the project within the allowable number of working days, then the Contractor shall notify the Engineer in writing of their intentions of revising the project schedule, accelerating the work, or incurring liquidated damages. If the Contractor desires to make major changes in the project schedule, the Contractor shall notify the Engineer in writing. The written notification shall include the reason for the proposed revision, what the revision is comprised of, and how the revision was incorporated into the schedule. Major changes are hereby defined as those that may affect compliance with the contract requirements or those that change the critical path, if applicable. All other changes may be accomplished through the monthly updating process without written notification. The observance of the requirements herein is an essential part of the work to be done under the contract. No direct compensation will be allowed for fulfilling this requirement, as such work is considered subsidiary to the various bid items of the contract. 2 -2 008 -- -117 7 -97 1993 Specifications SPECIAL PROVISION TO ITEM 8 PROSECUTION AND PROGRESS For this project, Item 8, "Prosecution and Progress ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 8.1. Assigning of Contract and Subcontracting, Subarticle (1) Assigning of Contract, is voided and replaced by the following: (1) Assigning of Contract. The Contractor will not be permitted to assign, sell, transfer or otherwise dispose of the contract or any portion thereof, or his rights, title or interest therein without the approval of the Engineer and /or his designee. Any assignment proposed by the Contractor must be deemed justified or legally acceptable by the Department. Article 8.1. Assigning of Contract and Subcontracting, Subarticle (2) Subcontracting. The first paragraph is voided and replaced by the following: (2) Subcontracting. The Contractor shall not sublet any portion of the contract without the approval of the Engineer. No subcontract will, in any case, relieve the Contractor of his responsibility under the contract and bonds. The Contractor shall perform work with his own organization on contract bid items amounting to not less than 30 percent of the total original contract price (25 percent, if the Contractor is a Historically Under- utilized Business on a State - funded project), excluding any specialty items designated by the Engineer. Such specialty items may be performed by subcontract. The amount of any specialty items so performed will be deducted from the total original contract price before computing the amount of work to be performed by the Contractor's own organization. The term "perform work with his own organization" refers to workers employed and paid directly by the Prime Contractor and equipment owned or rented by the Prime Contractor, with or without operators. Such term does not include employees or equipment of a subcontractor, agents of the Prime Contractor, or any other entity. The cost of equipment counts toward work performed only when the equipment is utilized by the Prime Contractor's employees in performance of the work. 1 -8 008 - - -189 9 -00 The term "specialty items" refers to work on contract bid items requiring highly specialized knowledge, abilities or equipment not usually available in the type of contracting organizations qualified and expected to bid on the contract as a whole. These specialty items will be designated by the Engineer. The cost of materials paid by the Prime Contractor counts as work performed by that Contractor only when: (1) Said materials are incorporated into the project; and (2) The majority of the value of work involved in incorporating each material into the project is performed using the Contractor's own organization. The Department reserves the right to require copies of canceled checks and /or certified statements from the Prime Contractor to verify direct payment of labor, equipment, materials and subcontractors sufficient to meet the above requirements. Article 8.1. Assigning of Contract and Subcontracting, Subarticle (2) Subcontracting is supplemented by the following: In the case when a Contractor is found to be in default of the contract, the requirement that 30 percent of the work be done by the Contractor is suspended, but Department approval of all subcontractors continues to be required. Article 8.3. Workers and Equipment. The third paragraph is voided and replaced with the following: (1) Definitions: Electrical Work. Electrical work shall be defined as all work performed, either by bid Item or reference Item under the Items 610, 611, 612, 614, 616, 618, 620, 622, 628, 629, 652, 680 and other Items including special specifications that deal with either the distribution of electrical power greater than 50 volts or the installation of conduit and duct banks. Electrical work includes the installation of traffic signal cables, including connections and wiring of all parts of a traffic signal installation. The installation of the conduit system for communication and fiber optic cables will also be considered electrical work. The conduit and wiring associated with the installation of Item 624, "Ground Boxes" and Item 656, "Foundations ", is considered electrical work. Electrical work does not include the installation of the communications or fiber optic cable, or the connections for low voltage and inherently power limited circuits such as electronic equipment or communications equipment. Mechanical assemblage of poles, structures or other 2 -8 008 - - -189 9 -00 hardware, or the placement of poles or structures, cabinets, enclosures or manholes under the above Items will not be considered electrical work as long as no wiring, wiring connections or conduit work is done at that time. Certified Person. A certified person is defined as a person that submits one of the following: (a) A current and valid certification signifying successful completion of the Texas Engineering Extension Service (TEEX) course entitled, "TXDOT Electrical Systems ", and passing the associated test, or successful completion of the test only from the above mentioned course. (b) A current and valid journeyman's electrical license. The journeyman electrician shall be supervised or directed by a master electrician holding a current and valid master electrician license. A master electrician need not be on the project at all times work is being done but shall be the owner of the company or a full -time employee of the Contractor. The journeyman and master electrical licenses shall be issued by a city in Texas with population of 50,000 or greater, that issues licenses based on the passing of a written test and the demonstration of experience. Electrical licenses from other cities, inside or outside Texas, or by other states, will be acceptable if approved by the Engineer. In this case, the Contractor shall submit documentation on the requirements for obtaining that license. The Engineer's decision will be based on sufficient evidence that the license was issued based on the Contractor passing a written test that demonstrates in -depth knowledge of the National Electrical Code and sufficient electrical experience commensurate with general standards for a master and journeyman electrician. The NEC Test for electrical licenses as described above shall be the Block Test, the Southern Building Code Test, or a test of similar difficulty as determined by the Engineer. (c) Up until January 1999, has completed the TEEX Course entitled, "Underground Electrical Installation for Roadway Illumination and Signal Control ". The Contractor shall furnish evidence of satisfactory completion of the course. This course will not suffice after January 1999. (2) Electrical Work Requirements. All workers performing electrical work shall be certified as defined above or shall be directly supervised by a person that is certified. This requirement applies to work bid under the Items shown above that define electrical work, for electrical work that is subsidiary to other Items of the contract, to other special specifications that involve electrical work, and to conduit and duct banks installed for future use. Conduit installed in precast concrete is excepted from this requirement if the conduit is placed in accordance with approved working drawings or shop drawings. 3 -8 008 - - -189 9 -00 For electrical work consisting of the installation of conduit in cast in place concrete sections, a non - certified person may install the conduit but a certified person shall check the installation of the conduit prior to pouring concrete. The definition for "certified person" in this special provision does not apply to routine maintenance contracts; see the requirements for electrical qualifications shown elsewhere in the routine maintenance specifications. The definition for "certified person" also does not apply when other electrical personnel qualifications are shown on the plans for special electrical projects such as pump stations, lift bridges, ferry slips, motor control centers, or three phase electrical power. Traffic signal cable, detector, indicator, and controller installation is excepted from this requirement if the plans specify other electrical certifications such as IMSA certification or the completion of other electrical installation courses. In this case, a certified person will be required only for the conduit, ground box, electrical service, electrical conductor (bid under Item 620), and the pole grounding. A qualified Contractor need not have an electrical license or certification to bid on this project but must obtain license or certification prior to beginning electrical work. A copy of licenses or certifications of all persons performing electrical work shall be submitted to the Engineer prior to the beginning of any electrical work. Article 8.3. Workers and Equipment. The following paragraph is added. The Contractor shall have a company representative that has received flagger training through courses such as those offered by the Texas Engineering Extension Service (TEEX) or the American Traffic Safety Services Association (ATSSA). This representative shall be responsible for training or assuring that all flaggers used on this project are qualified to perform flagging duties. A certificate indicating completion of such course shall be available to the Engineer if requested. A qualified flagger is one that has attended courses such as those offered by TEEX, ATSSA, or through training provided by the trained official mentioned above. A list of all qualified flaggers shall be provided to the Engineer prior to beginning any flagging activities. Any modifications to this list shall also be provided to the project Engineer. Any flagger being used who is not included on the list as provided to the Engineer shall be removed from flagging duties and replaced with one who is qualified and included on the list. Article 8.7. Abandonment of Work or Default of Contract is voided and replaced by the following: 4 -8 008 -- -189 9 -00 8.7. Default of Contract. The Engineer may declare the Contractor to be in default of the contract if the Contractor: o Fails to begin the work within the time specified, or o Fails to perform the work with sufficient resources to assure timely completion, or o Fails to perform the work in accordance with the contract requirements or neglects or refuses to remove and replace rejected materials or unacceptable work, or o Discontinues the prosecution of the work without authority, and /or fails to resume work that has been discontinued within a reasonable time after notice to do so, or o For any other cause whatsoever does not carry on the work in an acceptable manner. The Engineer will give notice in writing to the Contractor and its Surety of such delay, neglect or default. If the Contractor, within a period of 10 days after such notice, does not proceed in accordance therewith, the Department will, upon written notice, have full power and authority, without violating the contract, to take the prosecution of the work out of the hands of the Contractor. The Department will provide written notice of default to both the Contractor and the Surety. Time charges shall continue until completion of the project. The Department will determine the method used for the completion of the remaining work as outlined below: The Department may complete the work utilizing any or all materials at the project site which are deemed suitable and acceptable. Any additional costs incurred by the Department for the completion of the work under the contract will be the responsibility of the Surety. The Department may, without violating the contract, demand that the Contractor's Surety complete the remaining work in accordance with the terms of the original contract. From the time of notification of the default until work resumes (either by the Surety or the Department), the Department will maintain barricades and signs and will do any other work necessary to protect the public. All costs associated with this work will be deducted from monies due the Contractor. If the Department should determine that the Surety will complete the work under the contract, the Surety shall assume responsibility for maintenance of barricades and signs upon the resumption of the work by the Surety. 5 -8 008 -- -189 9 -00 All monies earned but not disbursed under the contract to the Contractor on the date of default will be held by the Department until final completion of the project. Upon resumption of the work after the default, monthly progress payments will be made to the Surety. All costs and charges incurred by the Department as a result of the default, including the cost of completing the work under contract, costs of maintaining barricades and signs and work necessary to protect the travelling public, and any applicable liquidated damages or disincentives will be deducted from monies due the Contractor for completed work. If such costs exceed the sum that would have been payable under the contract, the Surety shall be liable and shall pay the Department the balance of such costs in excess of the contract price. In case the costs incurred by the Department are less than the amount which would have been payable under the contract if the work had been completed by the Contractor, the Department will be entitled to retain the difference. In the case when a Contractor is found to be in default of the contract, the requirement that 30 percent of the work to be done by the Contractor is suspended, but Department approval of all subcontractors continues to be required. Any approved Subcontractors, including DBE's /HUB's must continue to be used in completing the work. If it is determined, after the Contractor is declared in default, that the Contractor was not in default, the rights and obligations of the parties will be the same as if the termination had been issued for the convenience of the public as provided in Article 8.8. Article 8.8. Termination of Contract is voided and replaced by the following: 8.8. Termination for Convenience. The Department may terminate the contract in whole or in part whenever: The Contractor is prevented from proceeding with the work as a direct result of an executive order of the President of the United States or the Governor of the State. The Contractor is prevented from proceeding with the work due to a national emergency and when the work to be performed under the contract is stopped directly or indirectly, because of the freezing or diversion of materials, equipment or labor, as the result of an order or a proclamation of the President of the United States or an order of any Federal Authority. The Contractor is prevented from proceeding with the work by reason of a preliminary, special, or permanent restraining order of a court of competent jurisdiction where the issuance of the restraining order is primarily caused by acts or omissions of persons or agencies other than the Contractor. 6 -8 008 - - -189 9 -00 The Department determines that termination of the contract is in the best interest of the City or the public. This includes but is not limited to the discovery of significant hazardous material problems, right of way acquisition problems, or utility conflicts that would cause substantial delays and /or expense to the project. (1) Procedures and Submittals. The Engineer will deliver to the Contractor a Notice of Termination specifying the extent of termination and the effective date. After receipt of a Notice of Termination the Contractor shall immediately proceed with the following obligations: 1. Stop work as specified in the notice. 2. Place no further subcontracts or orders for materials, services, or facilities, except as necessary to complete the continued portion of the contract. 3. Terminate all subcontracts to the extent they relate to the work terminated. 4. Complete performance of the work not terminated. 5. Settle all outstanding liabilities and termination settlement proposals resulting from the termination for public convenience of this contract. 6. Create an inventory report for the Engineer of all acceptable materials and products obtained by the Contractor for the contract that have not been incorporated in the work that was terminated. The inventory report will include a description, quantity, source and cost for each of the acceptable materials and products. In addition, the report will indicate whether the Department has already compensated the Contractor for the materials or products through a previous material on hand payment. 7. The Contractor shall take any action necessary, or that the Engineer may direct, for the protection and preservation of the materials and products related to the contract that are in the possession of the Contractor and in which the Department has or may acquire an interest. (2) Settlement Provisions. When contracts, or any portion thereof, are terminated, and the Contractor is released before all items of work included in the contract have been completed, then within 180 days of the date of the notice of termination, the Contractor shall submit a final termination settlement proposal to the Department, the intent being that an equitable settlement will be made with the Contractor. The Engineer will prepare a change order that reduces the affected quantities of work and adds acceptable costs for termination. No claim for loss of anticipated profits shall be considered. The department will pay for: (a) All work completed at the unit bid price and partial payment for incomplete work. (b) Reasonable demobilization costs; (c) Accounting, legal, clerical and other expenses reasonably necessary for the preparation of termination settlement proposals and support data; 7 -8 008 - - -189 9 -00 (d) The termination and settlement of subcontracts, including yard and material leases; (e) Storage, transportation, restocking and other costs incurred reasonably necessary for the preservation, protection, or disposition of the termination inventory. If the Contractor fails to submit the proposal within the time allowed, the Department may determine the amount due to the Contractor and make compensation. If the Contractor and the Department fail to agree on the settlement amount, the Contractor may file a formal claim with the Department in accordance with the contract claim procedure. If the contract is terminated, acceptable materials obtained by the Contractor for the work, that have been inspected, tested and accepted by the Engineer, and that are not incorporated in the work, will be purchased from the Contractor at the actual cost as shown by receipts and the actual cost records at such points of delivery as may be designated by the Engineer. The Contractor shall maintain and make available all project cost records to the Department to the extent necessary to determine the validity and amount of each item claimed. Termination of a contract, as stated above, will not relieve the Contractor or his Surety of the responsibility of replacing defective work as required by the contract. 8 -8 008 - - -189 9 -00 1993 Specifications SPECIAL PROVISION TO ITEM 9 MEASUREMENT AND PAYMENT For this project, Item 9, "Measurement and Payment ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this item are waived or changed hereby. Article 9.4. Force Account is supplemented by the following: The prime Contractor will be paid for administrative cost only when extra work, ordered by the Engineer, is performed by a subcontractor or a collection of subcontractors. The payment for administrative cost will not exceed five percent (5%) of the total subcontracted extra work. Article 9.5. Partial Payments is voided and replaced by the following: 9.5. Partial Payments. Once each month, the Engineer will make an estimate, in writing, of the materials in place, the amount of work performed and the value thereof at the contract prices. In addition to the above, and upon request by the Contractor presented on forms provided by the Department, an estimate shall be made and included for the invoice cost of acceptable reinforcing steel, structural steel, precast concrete members, stone, gravel, sand or any other non - perishable materials delivered on the work or in storage places acceptable to the Engineer and which have not been used in the work prior to such estimate. The request shall be submitted on TxDOT Forms 1914 and 1915. The Contractor may reproduce this form for use on automated equipment, provided that it is an exact duplicate containing all the required information and certifications. Should the Contractor elect to request payment for materials on hand, the Contractor shall, on a monthly basis, continue to submit a request for materials on hand payment until such time as a zero balance is attained. A zero balance shall be required prior to project completion and final acceptance. A zero balance is hereby defined as a total value of material on hand of $0.00. For materials where storage on or near the project is not practical and for acceptable structural components (structural steel, concrete members, piling, etc.) fabricated in accordance with details shown on the plans and stored in any location approved by the Director of Materials and Tests an estimate will be made and included for the invoice cost exclusive of any transportation costs, of the material 1 -3 009 - - -062 10 -00 involved. Only materials which are completely constructed and /or fabricated on the Contractor's order for a specific project, and are so marked, and on which an approved Test Report has been issued, are eligible. This may also include the following items: concrete traffic barrier, precast concrete box culverts, concrete piling, reinforced concrete pipe and illumination poles. Any repairs required, after fabricated materials have been approved for storage, shall require approval by the Engineer prior to being made and shall be made at the expense of the Contractor. The Contractor shall obtain Paid Invoices for all materials included in any Request for Materials -on -Hand Payment within 60 days (two estimate cycles). Materials for which the Contractor does not have a Paid Invoice within the prescribed period will no longer be eligible for payment. For precast products which may be completely fabricated or constructed by the Contractor for which invoices or freight bills are not pertinent, and which have been stored in acceptable storage places, and which have not been used in the work, an estimate will be made and payment based on a certified statement of cost as provided by the Contractor and approved by the Engineer. Partial payments for any material on hand or in acceptable storage shall not exceed the actual cost of the material as established by paid invoice or the bid price, whichever is less. By submitting a request for material on hand payment, the Contractor expressly authorizes the Department to audit the Contractor's material on hand records, and /or to perform process reviews of the Contractor's record keeping system. In the event that the Department determines the Contractor to be in violation of any of the requirements of this provision, the Department reserves the right to exclude payment for any and all materials on hand for the duration of the contract. The Contractor shall be responsible for the retention of all records relating to material on hand payment for a period of three years after project completion. From the total of the amounts so ascertained will be deducted five (5) percent to be retained until after the completion of the entire work to the satisfaction of the Engineer, and the remaining 95 percent of the amount so ascertained will be paid to the Contractor less such amounts as may be required by the contract to be deducted or as otherwise stated herein. Partial estimates showing an amount of work performed since the last preceding estimate of less than $1,000.00 may be withheld until the amount of work performed on a partial estimate is at least $1,000.00. Sixty percent of the retainage will be paid immediately after the "Final Acceptance" for 5% projects. Fifty percent of the retainage will be paid immediately after the "Final Acceptance" for 4% projects. 2 -3 009 - - -062 10 -00 The Contractor shall pay the subcontractor for work performed within 10 days after the Contractor receives payment for the work performed by the subcontractor. Also, any retained monies on a subcontractor's work shall be paid to the subcontractor within 10 days after satisfactory completion of all the subcontractor's work. Completion of all the subcontractor's work shall include test, maintenance and other similar periods that are the responsibility of the subcontractor. For the purpose of this Item, satisfactory completion shall have been accomplished when: (1) The subcontractor has fulfilled the contract requirements of both the Department and the subcontract for the subcontracted work, including the submission of all submittals required by the specifications and the Department, and (2) The work done by the subcontractor has been inspected and approved by the Department and the final quantities of the subcontractor's work have been determined and agreed upon. The inspection and approval of a subcontractors work does not eliminate the Contractor's responsibilities for all the work as defined in Item 7, Article 7.12. "Contractor's Responsibility for Work ". The above requirements are also applicable to all sub -tier subcontractors and the above provisions shall be made a part of all subcontract agreements. Failure to comply with any of the above requirements may cause the Engineer to withhold all estimates which have or may become due and the Engineer may suspend the work until his requests are complied with. For contracts that provide for a separate vegetative establishment, maintenance, or performance period following the completion of all other construction of the improvement, the Department may release a portion of the amount retained provided all other work is completed as determined by the Engineer. Prior to such release, all submissions and final quantities must be completed and accepted for all the other work. The amount retained after such release shall be sufficient to ensure compliance with the contract. 3 -3 009 - - -062 10 -00 1993 Specifications SPECIAL PROVISION TO ITEM 164 SEEDING FOR EROSION CONTROL For this project, Item 164, "Seeding for Erosion Control ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 164.2. Materials, Subarticle (6) Tacking Agents is voided and replaced by the following: (6) Tacking Agents. Tacking agents for straw or hay mulch shall be biodegradable, unless otherwise shown on the plans or as directed by the Engineer. Asphaltic material shall conform to the requirements of Item 300, "Asphalt, Oils and Emulsions ". 1993 Specifications 1 -1 164 -- -001 SPECIAL PROVISION TO ITEM 213 ROLLING (Pneumatic Tire) For this project, Item 213, "Rolling (Pneumatic Tire) ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 213.2. Equipment, Subarticle (4) The Medium Pneumatic Tire Roller (Type B) is voided and replaced by the following: (4) The Medium Pneumatic Tire Roller (Type B). It shall conform to the requirements for Medium Pneumatic Tire Roller (Type A) as specified in Subarticle 213.2.(3), except that the roller shall be equipped with tires that will afford ground contact pressures to 90 pounds per square inch or more. 1 -1 213 - - -001 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1993 Specifications SPECIAL PROVISION TO ITEM 247 FLEXIBLE BASE 6 -94 For this project, Item 247, "Flexible Base ", of the Standard Specifi- cations is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 247.2. Materials. (2) Physical Requirements, (b) Type A is replaced by the following: (b) Type A. Type A material shall be one of the following: 1. Crushed concrete 2. Crushed stone produced from oversize quarried aggregate, sized by crushing and produced from a naturally occuring single source. Crushed gravel or uncrushed gravel shall not be acceptable for Type A material. No blending of sources and /or additive materials will be allowed in Type A material. Crushed concrete containing gravel will be considered a Type A material. 1 -1 247 -- -017 1993 Specifications SPECIAL PROVISION TO ITEM 260 LIME TREATMENT FOR MATERIALS USED AS SUBGRADE (ROAD MIXED) 1 -97 For this project, Item 260, "Lime Treatment For Materials Used as Subgrade (Road Mixed) ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 260.5. Tolerances, Subarticle (2) Grade Tolerances is voided and replaced by the following: (2) Grade Tolerances. Finished grade tolerances shall be in accordance with Subarticle 132.4.(1). 1 -1 260 - - -001 1993 Specifications SPECIAL PROVISION TO ITEM 300 ASPHALTS, OILS AND EMULSIONS FOR THIS PROJECT, ITEM 300, "ASPHALTS, OILS AND EMULSIONS ", OF THE STANDARD SPECIFICATIONS, IS HEREBY AMENDED WITH RESPECT TO THE CLAUSES CITED BELOW AND NO OTHER CLAUSES OR REQUIREMENTS OF THIS ITEM ARE WAIVED OR CHANGED HEREBY. ARTICLE 300.2. MATERIALS, (1) ASPHALTIC CEMENT. IN TABLE 1, THE REQUIREMENTS FOR AC - 20 AND AC - 30 ARE VOIDED AND NOT REPLACED. POSSIBLE COMBINATIONS AND THEIR USES ARE AS FOLLOWS: MATERIAL USE AC -5 + 2% LATEX SOLIDS SURFACE TREATMENTS AC -10 + 2% LATEX SOLIDS SURFACE TREATMENTS 6 - 94 ARTICLE 300.2. MATERIALS, (2) LATEX MODIFIED ASPHALT, (B) LATEX MODIFIED ASPHALT CEMENT. THE THIRD SENTENCE IS VOIDED AND REPLACED BY THE FOLLOWING: ARTICLE 300.2 MATERIALS, (2) LATEX MODIFIED ASPHALT, (B) LATEX MODIFIED ASPHALT CEMENT, TABLE 2 IS VOIDED AND REPLACED BY THE FOLLOWING: 1 -8 300 - - -051 TYPE -GRADE PROPERTY SEPARATION OF POLYMER (TEX - 540 -C) AFTER 48 HRS. AT 325 F TABLE 2 AC -5 AC -10 2% LATEX 28 LATEX SOLIDS SOLIDS MINIMUM SBR CONTENT (TEX- 533 -C), PERCENT BY WT, SOLIDS (IR DETERMINATION)" 2.0 2.0 PENETRATION (AASHTO T -49), 100 G, 5 SEC, 77 F, MIN 120 80 VISCOSITY (AASHTO T202), 140 F, POISE, MINI 700 1300 VISCOSITY (AASHTO T202), 275 F, POISE, MAXI 7.0 8.0 DUCTILITY (AASHTO T51), 39.2 F, 5 CM /MIN, CM, MIN. 1 70 60 I NONE NONE ARTICLE 300.2. MATERIALS IS SUPPLEMENTED BY THE FOLLOWING: 4 -00 *THE ASPHALT SUPPLIER SHALL FURNISH THE DEPARTMENT SAMPLES OF THE ASPHALT CEMENT AND LATEX EMULSION USED IN MAKING THE FINISHED PRODUCT. (10) PERFORMANCE GRADED (PG) ASPHALT BINDER. PERFORMANCE GRADED ASPHALT BINDER SHALL CONFORM TO THE FOLLOWING: A) PG BINDERS SHALL MEET THE REQUIREMENTS OF TABLE 11, B) PG BINDERS SHALL BE SMOOTH AND HOMOGENEOUS, AND C) PG BINDERS SHALL SHOW NO SEPARATION WHEN TESTED ACCORDING TO TEX - 540 -C, "MEASUREMENT OF POLYMER SEPARATION ON HEATING IN MODIFIED ASPHALT SYSTEMS ". (IF (1) THE MODIFIER IS INTRODUCED SEPARATELY AT THE MIX PLAN EITHER BY INJECTION IN THE ASPHALT LINE OR MIXER; OR (2) THE BINDER IS BLENDED ON SITE IN CONTINUOUSLY AGITATED TANKS; OR (3) BINDER ACCEPTANCE IS BASED ON FIELD SAMPLES TAKEN FROM AN IN -LINE SAMPLING PORT AT THE HOT MIX PLANT AFTER THE ADDITION OF MODIFIERS; SEPARATION TESTING IS NOT REQUIRED.) ACCEPTANCE OF PERFORMANCE GRADED BINDER: PERFORMANCE GRADED BINDER ACCEPTANCE PROCEDURES ARE DEPENDENT ON WHERE THE BINDER IS MANUFACTURED. THE REQUIREMENTS ARE AS FOLLOWS: PERFORMANCE GRADED BINDERS MANUFACTURED AT THE SOUCE: IF PG BINDERS ARE MANUFACTURED AT THE SOURCE ARE NORMALLY APPROVED AT THE SOURCE ACCORDING TO THE APPLICABLE REQUIREMENTS OF THE CONSTRUCTION DIVISION, MATERIALS SECTION. THE ENGINEER MAY ACQUIRE FIELD SAMPLES AT ANY TIME, PARTICULARLY IF MATERIAL QUALITY IS SUSPECT. 2 -8 300 - - -051 PERFORMANCE GRADED BINDERS MANUFACTURED AT THE JOBSITE: 4 -00 PG BINDERS ARE MANUFACTURED AT THE JOBSITE, FOR EXAMPLE WHERE SBR LATEX IS INJECTED AT THE HOT MIX PLANT, THE FOLLOWING QUALITY MEASURES ARE REQUIRED: (ANTISTRIP AGENTS ARE NOT CONSIDERED ASPHALT MODIFIERS) PRECONSTRUCTION THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH A 1 -QUART SAMPLE OF THE PROPOSED BINDER AND A TEST REPORT SHOWING COMPLIANCE WITH THE REQUIRED PERFORMANCE GRADE. THE SAMPLE AND TEST REPORT WILL BE FORWARDED TO THE CONSTRUCTION DIVISION, MATERIALS SECTION FOR VERIFICATION TESTING. THE MATERIALS SECTION WILL COMPLETE VERIFICATION TESTING WITHIN TEN (10) WORKING DAYS AFTER RECEIPT OF THE SAMPLE. THE SAMPLE SHALL BE VERIFIED BEFORE MIXTURE PRODUCTION IS ALLOWED TO BEGIN. CONSTRUCTION CONSTRUCTION SAMPLING: A SAMPLING PORT IS REQUIRED WHICH MEETS THE REQUIREMENTS OF AASHTO DESIGNATION T40, "PRACTICE FOR SAMPLING BITUMINOUS MATERIALS ", SECTION 9, "SAMPLING FROM PIPELINES DURING LOADING OR UNLOADING ". THIS SAMPLING PORT SHALL BE LOCATED ON THE ASPHALT LINE BEFORE INTRODUCTION OF THE ASPHALT INTO THE MIX PLANT AND SHALL BE DOWN STREAM FROM THE ADDITION OF ANY MODIFIERS AND ANY DISPERSING OR MIXING EQUIPMENT ASSOCIATED WITH THEIR INTRODUCTION. SAMPLE CONTAINERS SHALL BE PROVIDED BY THE CONTRACTOR AND SHALL BE CLEAN, DOUBLE FRICTION TOP ROUND 1 -QUART CANS. ALL SAMPLES SHALL BE TAKEN BY THE CONTRACTOR, AND WITNESSED BY THE ENGINEER. ALL SAMPLES SHALL BE TAKEN FROM THE SAMPLING PORT AFTER A SUFFICIENT AMOUNT OF ASPHALT IS RUN OUT AND WASTED, IN ORDER TO CLEAR ANY RESIDUAL ASPHALT WHICH BUILDS UP IN THE SAMPLING PORT. ALL SAMPLES SHALL BE TAKEN IN A CLEAN, 1- GALLON CAN, IMMEDIATELY STIRRED AND USED TO FILL THREE (3) 1 -QUART SAMPLE CANS. THE CANS SHALL BE DELIVERED TO THE ENGINEER. THE ENGINEER WILL CHOOSE ONE SAMPLE CAN FOR TESTING AND THE OTHER CANS ARE RETAINED UNTIL TESTING IS COMPLETE, IN CASE THE ORIGINAL SAMPLE IS LOST OR DAMAGED. SAMPLING FREQUENCY: A SAMPLE OF THE PG BINDER SHALL BE TAKEN FROM EACH MIXTURE PRODUCTION DAY, AT A TIME DETERMINED BY THE ENGINEER. THE SAMPLE FROM THE FIRST DAY'S PRODUCTION SHALL BE SUBJECTED TO VERIFICATION TESTING. ADDITIONALLY, THE ENGINEER WILL RANDOMLY SELECT A MINIMUM OF ONE (1) SAMPLE FROM EVERY NINE (9) DAILY BINDER SAMPLES (OR A MINIMUM OF ONE (1) SAMPLE PER PROJECT IF THERE ARE LESS THAN NINE (9) MIXTURE PRODUCTION DAYS) FOR VERIFICATION TESTING. VERIFICATION TESTING: VERIFICATION TESTING WILL BE PERFORMED ON ALL CONSTRUCTION SAMPLES BY THE CONSTRUCTION DIVISION, MATERIALS SECTION. THE MATERIALS SECTION WILL COMPLETE VERIFICATION TESTING WITHIN TEN (10) WORKING DAYS AFTER RECEIPT OF THE SAMPLE. 3 -8 300 -- -051 4 -00 FOR VERIFICATION TESTING WHICH FAILS TO CONFIRM THE REQUIRED PERFORMANCE GRADE, THE CONTRACTOR SHALL REVIEW THE MANUFACTURING PROCESS TO LOCATE THE SOURCE OF THE PROBLEM. THE ENGINEER MAY STOP PRODUCTION UNTIL THE CONTRACTOR CAN SHOW THAT THE NEXT BINDER PRODUCED WILL MEET THE SPECIFICATIONS. THE ENGINEER MAY REQUIRE MATERIALS NOT MEETING THE SPECIFICATION REQUIREMENTS TO BE REMOVED AND REPLACED AT THE CONTRACTOR'S EXPENSE. ARTICLE 300.3. STORAGE, HEATING AND APPLICATION TEMPERATURES. IN TABLE 10, THE REQUIREMENTS FOR AC -20, AC -30 AND AC -10 + 3% SBA ARE VOIDED AND NOT REPLACED; AND THE SECOND SENTENCE UNDER FOOTNOTE " *" IS VOIDED AND NOT REPLACED. ARTICLE 300.3. STORAGE, HEATING AND APPLICATION TEMPERATURES IS SUPPLEMENTED BY THE FOLLOWING: PERFORMANCE GRADED ASPHALT BINDERS CONTAINING PARTICULATE OR POLYMER MODIFIERS MAY BE SUSCEPTIBLE TO SEPARATION OF THE MODIFIER. APPROPRIATE CIRCULATION OR AGITATION IN STORAGE SHALL BE PROVIDED IF SEPARATION OF THE MODIFIER IS EXPECTED OR SUSPECTED, AND IN EVERY CASE WHEN THE MODIFIED BINDER WILL BE STORED AT ELEVATED TEMPERATURES FOR MORE THAN ONE DAY BEFORE USE. TABLE 10, DESCRIBING APPLICATION AND STORAGE TEMPERATURES IS SUPPLEMENTED BY THE FOLLOWING: APPLICATION HEATING AND RECOMMENDED MAXIMUM STORAGE TYPE -GRADE RANGE, F ALLOWABLE, F MAXIMUM, F ALL PG BINDERS 275 -375 375 400 BINDER OR MODIFIER SUPPLIER INSTRUCTIONS REGARDING RECOMMENDED APPLICATION AND STORAGE TEMPERATURES SHALL SUPERSEDE THE ABOVE GUIDELINES. 4 -8 300 - - -051 1 1 1 TABLE 11. PERFORMANCE GRADED ASPHALT BINDERS 'Performance Grade 1 PG 58 1 PG 64 I I -221 -28 I -34 I -161 - 221 -28 1 -34 'Avg. 7 -day Max I I IPvmt Design Temp, C(a)1 58 1 IMin Pvmt Design 1 Temperature, C(a) ORIGINAL BINDER (Flash Point Temp, IAASHTO T48:Min C 230 IVis, AASHTO TP48(b,c) 'Max, 3.0 Pa *s, 'Test Temp, C 'Max Loss, Maximum, Ipercent 1.0 'Dynamic Shear, IAASHTO TP5: IG* /sind, Min:2.20 kPa 'Test Temp @ 10 rad /s, IC IPAV Aging Temperature, IC 1 100 64 1 1 1 I > > - 28 I > - 34 1 > - 16I > - 22I > I > - 34 135 (Dynamic Shear, IAASHTO TP5(d) IG* /sind, Min, 1.00 kPa l 58 64 !Test Temp @10 rads /s, 1 IC ROLLING THIN FILM OVEN (Tex - 541 -C) 58 64 PRESSURE AGING VESSEL RESIDUE (AASHTO PP1) 'Dynamic Shear, 1 ) IAASHTO TP5: IG *sind, Max, 5000 kPa 1 25 22 19 28 1 25 22 19 [Test Temp @ 10 rad /s, I ! IC 1 I 'Creep Stiffness, 1 I IAASHTO TP1:(e,f) 1 I IS, Max, 300 MPa, 1 I IM - value, Min, 0.300 1 - 12 -18 -24 -6 1 - 12 -18 -24 'Test Temp @60s, C 1 'Dir. Tension, 1 I 1 IAASHTO TP3:(f) 1 1 1 I 'Failure Strain, 1 1 1 I IMin, 1.0% 1 -12 -18 1 -24 1 -6 1 - 12 -18 -24 'Test Temp @ 1.0 1 1 1 I Imm/min, C I 1 1 I 4 -00 5 -8 300 - - -051 TABLE 11. PERFORMANCE GRADED ASPHALT BINDERS (CONTINUED) Performance Grade 1 PG 70 1 PG 76 -16 1 -221 -28 1 - 341 -161 -221 -281 -34 Avg. 7 -day Max Pvmt Design Temp, C(a) Flash Point Temp, AASHTO T48:Min C Vis, AASHTO TP48(b,c) Max, 3.0 Pa *s, Test Temp, C Dynamic Shear, AASHTO TP5(d) G* /sind, Min, 1.00 kPal Test Temp 810 rad /s, CI Max Loss, Maximum, percent Dynamic Shear, AASHTO TP5: G* /sind, Min:2.20 kPa 1 Test Temp 810 rad /s, CI PAV Aging Temperature,' C 1 70 ORIGINAL BINDER 70 70 Min Pvmt Design I 1 1 1 I i I 1 Temperature, C(a) I > - 16 I >- 221 > - 281 > -341 > - 161 > - 221 > - 281 > - 34 230 135 ROLLING THIN FILM OVEN (Tex- 541 -C) 1.0 PRESSURE AGING VESSEL RESIDUE (AASHTO PP1) 100 76 76 76 Dynamic Shear, I 1 1 I 1 1 I AASHTO TP5: 1 1 1 1 1 1 1 G *sind, Max, 5000 kPa 128 1 25 1 22 119 1 28 1 25 1 22 Test Temp 810 rad /s, CI I 1 1 1 1 I Creep Stiffness, I I I I 1 1 I AASHTO TP1:(e,f) 1 1 1 1 I S, Max, 300 MPa, I 1 1 I 1 1 I M - value, Min, 0.300 I -6 -12 -18 1 -24 1 -6 1 -12 -18 Test Temp @60s, C I 1 1 I 1 1 I Dir.Tension, I I I I 1 I AASHTO TP3:(f) I 1 I I I I Failure Strain, I 1 1 I 1 I Min, 1.0% 1 - 1 - 121 - 181 -24 1 -6 1 - 12 1 - 18 Test Temp @ 1.0 1 1 1 I 1 I I mm /min, C I 1 I I I 1 I 19 - 24 - 24 4 -00 6 -8 300 - - -051 'Performance Grade TABLE 11. PERFORMANCE GRADED ASPHALT BINDERS (CONTINUED) 'Avg. 7 -day Max Pvmt Design Temp, C(a) 'Min Pvmt Design IVis, AASHTO TP48(b,c) 'Max, 3.0 Pa *s, Test Temp, C 'Dynamic Shear, AASHTO TP5(d) IG* /sind, Min, 1.00 kPa (Test Temp 810 rad /s, C 'Max Loss, Maximum, percent 'Dynamic Shear, AASHTO TP5: IG* /sind, Min:2.20 kPa 'Test Temp 810 rad /s, C ROLLING THIN FILM OVEN (Tex - 541 -C) 1 PG 82 1 -161 -22 1 -28 1 1 82 I I I 'Temperature, C(a) I >- 161 > -22 1 > -28 1 ORIGINAL BINDER (Flash Point Temp, IAASHTO T48:Min C 230 135 82 1 1.0 82 PRESSURE AGING VESSEL RESIDUE (AASHTO PP1) IPAV Aging Temperature, C 1 100 )Dynamic Shear, AASHTO TP5: 1 1 I IG *sind, Max, 5000 kPa 1 28 I 25 1 22 'Test Temp @ 10 rad /s, C 1 1 'Creep Stiffness, AASHTO TP1:(e,f) 1 1 I IS, Max, 300 MPa, 1 -6 I -12 1 -18 IM - value, Min 0.300 1 1 'Test Temp @60s, C 1 1 'Dir. Tension, AASHTO TP3:(f) 1 1 'Failure Strain, Min, 1.08 1 -6 I -12 I -18 ITest Temp @ 1.0 mm /min, C 1 1 4 -00 7 -8 300 - - -051 TABLE 11. PERFORMANCE GRADED ASPHALT BINDERS (CONTINUED) 9 -00 a. Pavement temperatures are estimated from air temperatures using an algorithm contained in the PGEXCEL3.XLS software program, may be provided by the specifying agency, or by following the procedures as oulined in AASHTO MP2 and PP28. b. This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped, mixed and compacted at temperatures that meet all applicable safety, environmental and constructability requirements. At test temperatures where the binder is a Newtonian fluid, any suitable standard means of viscosity measurement may be used, including capillary (AASHTO T201 or T202) or rotational viscometry (AASHTO TP48). c. Viscosity at 135C is an indicator of mixing and compaction temperatures that can be expected in the lab and field. High values may indicate high mixing and compaction temperatures. Additionally, significant variation can occur from batch to batch. Contractors should be aware that variation could significantly impact their mixing and compaction operations. Contractors are therefore responsible for addressing any constructability issues which may arise. d. For quality control of unmodified asphalt cement production, measurement of the viscosity of the original asphalt cement may be substituted for dynamic shear measurements of G./sin(d) at test temperatures where the asphalt is a Newtonian fluid. Any suitable standard means of viscosity measurement may be used, including capillary (AASHTO T201 or T202) or rotational viscometry (AASHTO TP48). e. Silicone beam molds as described in AASHTO TP1 - 93 are acceptable for use. f. If the creep stiffness is below 300 MPa, the direct tension test is not required. If the creep stiffness is between 300 and 600 MPa, the direct tension failure strain requirement can be used in lieu of the creep stiffness requirement. The m -value requirement must be satisfied in both cases. 8 -8 300 - - -051 1993 Specifications SPECIAL PROVISION TO ITEM 301 ASPHALT ANTISTRIPPING AGENTS 9 -00 For this project, Item 301, "Asphalt Antistripping Agent ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 301.3. Mixture Design Evaluation. The first and second sentences of the second paragraph are voided and replaced by the following: Hot - placed mixtures, except for Item 392, "Plant Mix Seal" and Item 395, "Asphalt Stablized Base (Plant Mix) ", will be evaluated for moisture susceptibility as follows: Test Method Tex -531 -C will be the evaluation procedure and a minimum Tensile Strength of 70 pounds per square inch for moisture conditioned specimens is required. Minimum Tensile Strength ratio shall be 0.80, unless otherwise shown on the plans. Article 301.3. Mixture Design Evaluation. The first sentence of the third paragraph is voided and replaced by the following: Cold- placed mixtures, Item 342, "Plant Mix Seal" and Item 345, "Asphalt Stabilized Base (Plant Mix) ", mixtures will be evaluated as follows, unless otherwise shown on the plans. 1 -1 301 -- -002 1993 Specifications SPECIAL PROVISION TO ITEM 302 AGGREGATES FOR SURFACE TREATMENTS For this project, Item 302, "Aggregates for Surface Treatments" is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 302.2. Materials, Subarticle (1) Aggregates. The fifth paragraph is voided and replaced by the following: 6 -98 The percent wear, as determined by Test Method Tex - 410 -A, shall not exceed 35 percent. When natural limestone rock asphalt aggregate is used, the percent wear will be waived. Article 302.2. Materials, Subarticle (1) Aggregates The eighth and ninth paragraphs are voided and replaced by the following: Coarse aggregates to be used in surface courses shall have a minimum surface aggregate classification as shown on the plans. Unless otherwise shown on the plans, the surface aggregate classification requirement will apply only to aggregate used on travel lanes. Class A aggregates shall be composed of crushed gravel, crushed stone or crushed slag. The surface aggregate classifications for sources on the Aggregate Quality Monitoring Program (AQMP) are listed in the Rated Source Quality Catalog (RSQC). When aggregates are supplied from a source which is not on the AQMP, the aggregate will be sampled and tested prior to use. The procedures will be in accordance with the AQMP. Blending of aggregates to achieve aggregate classification requirements will not be permitted. Article 302.2. Materials, Subarticle (2) Natural Limestone Rock Asphalt. The first sentence of the first paragraph is voided and replaced by the following: In addition to the above requirements, natural limestone rock asphalt aggregate shall have an average bitumen content of 4.0 to 7.0 percent, by weight, of naturally impregnated asphalt, as determined by Test Method Tex -215 -F or Test Method Tex - 236 -F. Article 302.2. Materials, Subarticle (2) Natural Limestone Rock Asphalt. The third paragraph is voided and replaced by the following: The percent water absorption of limestone rock asphalt aggregate shall not exceed 4.5 percent as determined by Test Method Tex - 201 -F. 1 -1 302 - - -019 1993 Specifications SPECIAL PROVISION TO ITEM 340 HOT MIX ASPHALTIC CONCRETE PAVEMENT For this project, Item 340, "Hot Mix Asphaltic Concrete Pavement ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 340.2. Materials, Subarticle (1) Aggregate, Section (a) Coarse Aggregate. The fifth paragraph, the table and the sixth paragraph are voided and replaced by the following: Coarse aggregates used in surface courses shall have a minimum surface aggregate classification as shown on the plans. Unless otherwise shown on the plans, the surface aggregate classification requirement will apply only to aggregate used on travel lanes. Aggregates in locations other than travel lanes shall meet the requirements in Table 1. The surface aggregate classifications for sources on the Aggregate Quality Monitoring Program (AQMP) are listed in the Rated Source Quality Catalog (RSQC). When aggregates are supplied from a source which is not on the AQMP, the aggregate will be sampled and tested prior to use. The procedures will be in accordance with the AQMP. Blending of a Class "B" aggregate with a Class "A" aggregate is allowed in order to meet requirements for Class "A" materials. At least 50 percent (by weight) of the material retained on the No. 4 sieve must come from a Class "A" aggregate source. The aggregate must be blended by volume if the bulk specific gravity of the Class "A" and Class "B" aggregates differ by more than 0.300. Class "C" and "D" aggregates will not be allowed for blending. Article 340.2. Materials, Subarticle (1) Aggregate, Section (c) Fine Aggregate. The third sentence of the first paragraph is voided and replaced by the following: A maximum of 15 percent of the total virgin aggregate may be field sand or other uncrushed fine aggregate, unless a value less than 15 percent is shown on the plans. Article 340.2. Materials, Subarticle (1) Aggregate, Section (c) Fine Aggregate. The second paragraph is voided and replaced by the following: Except for CHMB mixtures, screenings shall be supplied from sources whose coarse aggregate meets the Los Angeles abrasion and magnesium sulfate soundness loss requirements shown in Table 1, unless otherwise shown on the plans. 1 -6 340 -- -007 7 -99 Article 340.2. Materials, Subarticle (1) Aggregate, Section (c) Fine Aggregate. Third paragraph is deleted and replaced by the following: Unless otherwise shown on the plans, stone screenings are required and shall be the result of a rock crushing operation and meet the following gradation requirements, when tested in accordance with Test Method Tex - 200 -F, Part II. Percent By weight Passing 3/8" Sieve 100.0 Passing the No. 10 Sieve 70.0 -100.0 Passing the No. 200 Sieve 0 0 -30.0 Article 340.2. Materials, Subarticle (1) Aggregate, Section (d) Mineral Filler. The first paragraph is replaced by the following: Mineral filler shall consist of thoroughly dried stone dust, unless otherwise approved by the Engineer. The use of fly ash will not be permitted. The mineral filler shall be free from foreign matter. Article 340.2. Materials, Subarticle (1) Aggregate, Table 1 is supplemented by the following: For CMHB mixtures, maximum Los Angeles Abrasions shall be 35 percent. Sand Equivalent test is performed on combine virgin aggregates including mineral fillers. Article 340.2. Materials, Subarticle (2) Asphaltic Materials, Section (a) Paving Mixture. The first sentence of the first paragraph is voided and replaced by the following: Asphalt cement for the paving mixture shall be of the grade shown on the plans. Article 340.2. Materials, Subarticle (2) Asphaltic Materials, Section (b) RAP Paving Mixture. The first sentence is voided and replaced by the following: When allowed on the plans and when the Contractor elects to use more than 20 percent RAP in the surface and level up mixtures or more than 30 percent RAP in base mixtures, the asphalt in the RAP shall be restored to the properties indicated below. When the percentage of RAP required by plan notes does not exceed 20 percent for surface and level ups or 30 percent for base, then the asphalt in the RAP is not required to be restored to the properties indicated below. Article 340.3. Paving Mixture, Subarticle (1) Mixture Design. Table 2 is voided and replaced by the following: 2 -6 340 - - -007 7 -99 SIEVE TYPE SIZE A B C COARSE FINE BASE COARSE BASE SURFACE 1 -1/2" 98.0 -100.0 1 -1/4" 95.0 -100.0 1" 98.0 -100.0 7/8" 70.0 -90.0 95.0 -100.0 98.0 -100.0 5/8" 75.0 -95.0 95.0 -100.0 1/2" 50.0 -70.0 3/8" 60.0 -80.0 70.0 -85.0 1/4" No. 4 30.0 -50.0 40.0 -60.0 43.0 -63.0 No. 10 20.0 -34.0 27.0 -40.0 30.0 -40.0 No. 40 5.0 -20.0 10.0 -25.0 10.0 -25.0 No. 80 2.0 -12.0 3.0 -13.0 3.0 -13.0 No. 200 1.0 -6.0 1.0 -6.0 1.0 -6.0 MIXTURE PROPERTIES VMA, I %MINIMUM 1 HVEEM 1 STABILITY, 1 MINIMUM I 12.0 TABLE 2 MIXTURE REQUIREMENTS MASTER GRADING (PERCENT PASSING BY MASS OR VOLUME) 13.0 D FINE SURFACE 98.0 -100.0 85.0 -100.0 50.0 -70.0 32.0 -42.0 11.0 -26.0 4.0 -14.0 1.0 -6.0 14.0 15.0 35* 35* 35* 35* 3 -6 340 -- -007 7 -99 MIXTURE PROPERTIES SIEVE SIZE 1 -1/2" 1 -1/4" 1" 7/8" 5/8" 1/2" 3/8" 1/4" No. 4 No. 10 No. 40 No. 80 No. 200 *OR AS SHOWN ON PLANS TYPE F CMHB -F FINE FINE MIXTURE SURFACE 98.0 -100.0 98.0 -100.0 85.0 -100.0 95.0 -100.0 40.0 -60.0 32.0 -42.0 15.0 -25.0 9.0 -24.0 6.0 -20.0 3.0 -13.0 6.0 -18.0 1.0 -6.0 5.0 -8.0 CMHB -C COARSE SURFACE 98.0 -100.0 95.0 -100.0 50.0 -70.0 30.0 -45.0 15.0 -25.0 6.0 -20.0 6.0 -18.0 5.0 -8.0 VMA 1 %MINIMUM 1 16.0 15.0 14.0 HVEEM 1 STABILITY 1 MINIMUM 1 35* CREEP 4.OX 4.OX SLOPE IN /IN /SEC MAXIMUM 10 -8 10 -8 CREEP STIFFNESS PSI MINIMUM 6,000 6,000 PERMANENT STRAIN IN /IN MAXIMUM 6X10 -4 6X10 -4 Article 340.3. Paving Mixture, Subarticle (1) Mixture Design. The first paragraph is voided and replaced by the following: Unless otherwise shown on the plans, the Contractor shall furnish the mixture design. The mixture shall be designed using representative samples of aggregates and asphalt proposed for use in the project in accordance with Test Method Tex -204 -F to conform with the requirements herein. Mixture design shall be conducted by personnel certified in Level II of the TxDOT approved certification program. Article 340.3. Paving Mixture, Subarticle (1) Mixture Design. The second sentence of fifth paragraph is voided and replaced by the following: 4 -6 340 - - -007 7 -99 The gradation of the aggregate will be determined in accordance with Test Method Tex - 200 -F, Part II (Washed Sieve Analysis), to develop the lob -mix formula. Article 340.3. Paving Mixture, Subarticle (2) Density, The first sentence in the first paragraph is voided and replaced by the following: The mixture shall be designed to produce an acceptable mixture at an optimum density selected by the Engineer within the range of 96.0 -97.0, when tested in accordance with Test Method Tex -207 -F and Test Method Tex - 227 -F. Article 340.3. Paving Mixture, Subarticle (6) Tolerances. The tolerances shown in the first paragraph are voided and replaced by the following: Passing 1 -3/4" sieve, retained on 7/8" sieve Passing 7/8" sieve, retained on 5/8" sieve Passing 5/8" sieve, retained on 3/8" sieve Passing 3/8" sieve, retained on No. 4 sieve Passing 1/4" sieve, retained on No. 10 sieve Passing No. 4 sieve, retained on No. 10 sieve Total Passing a No. 10 sieve Passing No. 10 sieve, retained on No. 40 sieve Passing No. 40 sieve, retained on No. BO sieve Passing No. 80 sieve, retained on No. 200 sieve Passing No. 200 sieve Asphaltic Material Tolerance Percent by Weight or Volume as Applicable + 5 + 5 + 5 + 5 + 5 + 5 + 5 + 3 + 3 + 3 + 3 + 0.5 by weight or 1.2% by volume Article 340.3. Paving Mixture, Subarticle (6) Tolerances. The first sentence, of the second paragraph is voided and replaced by the following: The mixture will be tested in accordance with Test Method Tex - 210 -F, Test Method Tex - 236 -F, or Test Method Tex - 228 -F. When Test Method Tex -228 -F is used, combined cold feed belt samples may be used to determine aggregate gradation in accordance with Test Method Tex -200 -F and Tex - 229 -F. Article 340.6. Construction Methods, Subarticle (7) Ride Quality, is replaced by the following: Unless otherwise shown on the plans, ride quality will be required in accordance with Special Specification, "Ride Quality for Pavement Surfaces ". Article 340.7. Measurement, Subarticle (3) Ride Quality, is voided and replaced by the following: 5 -6 340 - - -007 7 -99 Ride quality will be measured in accordance with Special Specification, "Ride Quality for Pavement Surfaces ". Article 340.8. Payment, Subarticle (2) is voided and replaced by the following: Payment for ride quality will be in accordance with Special Specification, "Ride Quality for Pavement Surfaces ". 6 -6 340 - - -007 7 -99 1993 Specifications SPECIAL PROVISION TO ITEM 360 CONCRETE PAVEMENT For this project, Item 360, "Concrete Pavement ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 360.3. Materials, Subarticle (1) Portland Cement Concrete. The first paragraph is voided and replaced by the following: (1) Portland Cement Concrete. Classification and mix design shall conform to Class "P" Portland cement concrete as defined in Item 421, "Portland Cement Concrete ", except for the following: The concrete mix shall be designed to meet a minimum flexural strength of 650 psi at 28 days unless a 7 -day minimum flexural strength of 555 psi is shown on the plans or permitted by the Engineer. Testing shall be in accordance with Test Method Tex - 448 -A, "Flexural Strength of Concrete Using Simple Beam in Third Point Loading ". The maximum water cement ratio shall not exceed 5.5 gal /sack. Article 360.3. Materials, Subarticle (2) Joint Sealants and Fillers is supplemented by the following: The pressure - relief -joint filler shall be a closed cell, cross - linked, expanded foam material manufactured from ethylene vinyl acetate. The material shall withstand 50 percent compression, and when epoxied in place, 25 percent tension without damage to its original properties. The material shall be gray in color and supplied in the size shown on the plans. Epoxy bonder used to bond the material into place shall be as recommended by the joint material manufacturer. Article 360.3. Materials, Subarticle (3) Dowels for Expansion and Contraction Joints is voided and replaced by the following: (3) Dowels for Expansion and Contraction Joints. Dowels shall be smooth, straight dowels of the size and type shown on the plans and shall conform to the requirements of ASTM A615, Grade 60. The free end of dowels shall be smooth and free of burrs. When shown on the plans, corrosion protection shall be applied to dowels. 1 -10 360 - - -036 7 -00 Unless otherwise shown on the plans, the entire length of each dowel shall be coated with a hot applied asphalt cement or other de- bonding material approved by the Engineer. At the Contractor's option the dowel may be lightly coated with grease that has been approved by the Engineer. Cut - backs, emulsions or oils shall not be used for the coating. Dowels that have been epoxy coated for resistance to moisture shall also be coated with asphalt or grease as noted. Unless otherwise shown on the plans, one (1) end of each coated dowel to be used in an expansion joint shall be encased in an approved cap having an inside diameter of 1/16 inch greater than the diameter of the dowel. The cap shall be of such strength, durability and design as to provide free movement of the dowels and shall be approved by the Engineer prior to use. The end of the cap shall be filled with a soft compressible material or shall be void in order to permit free movement of the dowel for a distance equivalent to 150 percent of the width of the joint used. The dowel caps and dowels shall be held securely in place by ties as shown on the plans, or as approved by the Engineer. Article 360.3. Materials, Subarticle (6) Curing Materials is supplemented by the following: (a) Cotton mats shall be composed of a single layer of cotton filler completely enclosed in a cover of cotton cloth. The cotton filler shall be of low grade cotton, cotton linters or such cotton waste as comber noils or card flat strips. The mats shall contain not less than 3/4 of a pound of cotton filler per square yard of mat uniformly distributed. The cotton cloth used for covering materials shall weigh not less than six (6) ounces per square yard. All mats shall be stitched longitudinally with continuous parallel rows of stitching at intervals of not more than four (4) inches or shall be tufted both transversely and longitudinally at intervals of not more than three (3) inches. The sewing or tufting shall not be done so tightly that the mat will not contact the surface of the pavement at all points when saturated with water. To insure the complete covering of the pavement where the mats fit together, there shall be a flap extending all along one side of each mat. This flap shall be composed of two thicknesses of the cover material and shall be at least six (6) inches in width. Each mat, after shrinkage, shall be at least six (6) inches longer than the width of the pavement to be cured. (b) Waterproofed paper used for the curing of concrete pavement shall be of a type and quality approved by the Engineer. It shall be sufficiently strong and tough to permit its use under the conditions existing on highway paving work without being torn or otherwise rendered unfit for the purpose during the curing period. The paper covering shall be maintained in place continuously for not less than the specified curing period. 2 -10 360 -- -036 7 -00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Article 360.3. Materials is supplemented by the following Subarticle: (7) Evaporation Retardant. A list of pretested and approved evaporation retardants will be maintained by the Construction Division, Materials Section. The evaporation retardant shall be a commercially available monomolecular film compound certified by the producer to reduce surface moisture evaporation from the concrete when concrete operations are performed in direct sun, wind, high temperatures or low relative humidity. The evaporation retardant shall have no adverse effect on the cement hydration process or the concrete. Evaporation retardants shall be considered for addition to this list when the manufacturer of the evaporation retardant submits a written request certifying that the material to be furnished meet the requirements of this Item. Article 360.4. Equipment, Subarticle (3) Mixer is supplemented by the following: If central mixed concrete is used on the project, the Contractor shall provide equipment designed to provide uniform distribution of the concrete for the full width of the pavement without segregation. Article 360.4. Equipment, Subarticle (9) Slipform Paver is supplemented by the following: Locations inaccessible to a traveling horizontal or vertical curvature that paved using conventional means. Article 360.4. Equipment, Subarticle following: A transverse drag float may be used. . 3 -10 paver or locations having a paver cannot negotiate shall be (10) Floats is supplemented by the Article 360.4. Equipment, Subarticle (14) Texturing Equipment, Section (a) Carpet Drag is voided and replaced by the following: (a) Carpet Drag. Carpet drag shall be mounted on a work bridge or a moveable support system capable of varying the area of carpet in contact with the pavement. The carpet drag shall be a single piece of carpet of sufficient length to span the full width of the pavement being placed and adjustable so as to have up to a four (4) foot longitudinal length of carpet in contact with the concrete being placed. Where construction operations necessitate and with the approval of the Engineer, the length and width of the carpet may be varied to accommodate specific applications. The carpeting used shall be an artificial grass type having a molded polyethylene pile face with a blade length of 5/8 inches to one (1) inch and a minimum weight of 70 ounces per square yard. The backing shall be a strong, durable material not subject to rot, and shall be adequately bonded to the facing to withstand use as specified. 360 - - -036 7 -00 Article 360.5. Quality of Concrete is voided and replaced by the following: 360.5. Quality of Concrete. The quality of concrete shall be in accordance with Item 421, "Portland Cement Concrete ", and the additional requirements herein. Unless otherwise shown on the plans or permitted by the Engineer, the job control concrete strength shall be by 7 -day strength tests in accordance with Test Method Tex - 448 -A, "Flexural Strength of Concrete Using Simple Seam in Third Point Loading ". When shown on the plans or permitted by the Engineer, the 7 -day job control strength tests shall be by Test Method Tex - 418 -A, "Compressive Strength of Cylindrical Concrete Specimens" or Test Method Tex - 421 -A, "Splitting Tensile Strength of Cylindrical Concrete Specimens ". When job control is by flexural strength, the 7 -day job control strength shall be determined by correlating to the 28 -day design strength in accordance with Test Method Tex - 427 -A, "Correlating Concrete Strength Tests ". When job control is by compressive or splitting tensile strength, as shown on the plans or permitted by the Engineer, the 7 -day job control strength shall be determined by correlating to the specified flexural strength. The correlation shall be determined in accordance with Test Method Tex - 427 -A, "Correlating Concrete Strength Tests ". When a job control test value is more than 10 percent below the required job control strength or when three (3) consecutive strength values fall below the required job control strength, an investigation of the strength test procedure, the quality of materials, and batching operation shall be performed by the Contractor and Engineer to determine the likely cause or causes of the problem. Immediate remedial action shall be taken to correct the problem including redesign of the concrete mix when warranted. Article 360.7. Placement of Reinforcing Steel and Joint Assemblies, Subarticle (3) Placing Reinforcement at Joints. The first sentence of the fourth paragraph is voided and replaced by the following: Tie bars inserted into plastic concrete must develop a pull -out resistance equal to a minimum of three - fourths of the required yield strength of the steel by using a tension test similar to ASTM E488 after the concrete has cured for seven (7) days. Article 360.8. Concrete Mixing and Placing, Subarticle (3) Placing. The first paragraph and the Temperature -Time Requirements Table is voided and replaced by the following: (3) Placing. At time of placement, the concrete temperature shall not exceed 95 F. The temperature of the concrete will be measured at the time of discharge at the paving operation in accordance with Test Method Tex - 422 - A. Immediate corrective action shall be taken by the Contractor 9 -10 360 -- -036 7 -00 when the concrete at time of placement exceeds the specified 95 F or the Contractor shall stop production activities. The Contractor will be allowed to transport and place all concrete produced up to the time of being notified of the high concrete temperature. Concrete delivered in agitating trucks shall be discharged within 60 minutes after batching. Concrete delivered in non - agitating equipment shall be discharged within 45 minutes after batching. In hot weather or under conditions contributing to quick stiffening of the concrete, a time less than permitted above may be required by the Engineer. These time limitations may be extended if the Contractor can demonstrate to the satisfaction of the Engineer that such concrete can be properly placed, consolidated and finished without the use of additional water. Article 360.8. Concrete Mixing and Placing, Subarticle (3) Placing. The fourth paragraph is voided and replaced by the following: Paving equipment and mixers shall not be located on completed pavement, except as herein provided. The paving equipment and mixer may be located and operated on completed pavement when the pavement meets the specified requirements for opening to all traffic in accordance with Subarticle 360.12.(2) and provided suitable protection to the pavement is provided. Article 360.8. Concrete Mixing and Placing, Subarticle (5) Cold Weather Precautions. The second paragraph is voided and replaced with the following: It is the Contractor's responsibility to protect the concrete from freezing. When freezing weather is forecasted within a 72 -hour period after placement, the Contractor shall submit to the Engineer for approval, proposed measures to protect the concrete. If approved, placement will be allowed, however, the Contractor shall be responsible for the quality and strength of the concrete under cold weather conditions and any concrete damaged by freezing shall be removed and replaced at the Contractor's expense. Article 360.9. Joints, Subarticle (2) Expansion Joints is supplemented by the following: When pressure relief joint material is specified on the plans, the joint opening shall be formed according to the dimensions shown on the plans. After forms are removed and the joint opening is cleared of debris, the pressure - relief -joint material shall be installed in the joint opening using such lubricating and adhesive materials as recommended by the manufacturer. Adhesive materials shall provide a watertight bond between the joint material and the face of the concrete pavement on each side of the joint. Article 360.10. Spreading and Finishing, Subarticle (1) Machine Finishing. The ninth paragraph is voided and replaced with the following: 5 -10 360 - - -036 7 -00 Immediately following the carpet drag, all exposed concrete surfaces shall be coated with a single application of an evaporation retardant at a rate recommended by the manufacturer. Subsequently, the pavement surface shall be given a transverse metal - tine finish. The metal -tine device shall be operated so as to obtain randomly spaced grooves at a nominal spacing of one (1) inch, approximately 3/16 inch deep, with a minimum depth of 1/6 inch and approximately 1/12 inch wide. Successive passes of the tines shall not overlap a previous pass. Manual methods for achieving similar results may be used on ramps and other irregular sections of pavement. Article 360.11. Curing, Subarticle (2) Polyethylene Film Curing is supplemented by the following: The film shall be prepared to form blankets of sufficient width to cove the entire surface and both edges of the pavement slab. All joints in the blankets occasioned by joining film sheets shall lap not less than 12 inches. Article 360.11. Curing, Subarticle (3) Membrane Curing. The first paragraph is voided and replaced by the following: (3) Membrane Curing. After final finish and immediately after the free surface moisture has disappeared, the concrete surface shall be sprayed uniformly with a curing compound in accordance with Article 526.5. After the initial curing compound has dried, the concrete surface shall be sprayed uniformly with a second application of curing compound in accordance with Article 526.5. Should the membrane be damaged from any cause before the expiration of 72 hours after original application, the damaged portions shall be repaired immediately with additional compound. Article 360.11. Curing is supplemented by the following: (5) Cotton Mat Curing. Immediately after the finishing of the surface has been completed and the concrete has taken its initial set, the surface shall be completely covered with cotton mats, thoroughly saturated before application, in such manner that they will contact the surface of the pavement equally at all points. Immediately upon removal of side forms, drainage shall be established as specified, and the pavement edges completely covered with either saturated cotton mats or saturated earth. The cotton mats shall remain on the pavement for not less than the specified curing period and shall be kept saturated so that, when lightly compressed, water will drip freely from them. Earth banked against pavement edges, or cotton mat covering of edges, shall be kept saturated. (6) Waterproofed Paper Curing. Immediately after the finishing of the surface has been completed and the concrete has taken its initial set, 6 -10 360 - - -036 7 -00 it shall be wetted with water applied in the form of a fine spray and covered with waterproofed paper so placed and weighted as to cause it to remain in intimate contact with the surface. The paper covering shall be maintained in place continuously for not less than the specified curing period. The waterproofed paper shall be prepared to form blankets of sufficient width to cover the entire surface and both edges of the pavement slab, and such blankets shall not be more than 60 feet in length. All joints in the blankets occasioned by joining paper sheets shall lap not less than five (5) inches and shall be securely sealed with asphalt cement having a melting point of approximately 180 F. Blankets shall be placed to secure an overlap of at least 12 inches, and this lap securely weighted to form a closed joint. The waterproofed paper blankets shall be adequately weighted to prevent displacement or billowing due to wind and the paper folded down over the side of the pavement shall be secured by a continuous bank of earth. Plowing of this windrow into place will not be permitted. All tears or holes appearing in the paper during the curing period shall be immediately repaired by cementing patches over such defects. It shall be the Contractor's responsibility to prevent damage to the paper blankets which would affect their serviceability and effectiveness as a concrete curing method. Blankets may be rejected by the Engineer at any time when, in his opinion, they do not provide an airtight covering. Paper blankets rejected on account of pinholes or minor tears may be continued in service by folding the blanket over lengthwise, first thoroughly spraying one -half the blanket with the asphalt cement used for seams. The two thicknesses shall be firmly pressed together and well cemented. All blankets shall be of a width sufficient to cover the pavement surface and both edges. Doubled blankets may be rejected for the same cause as provided for single blankets. All paper blankets condemned by the Engineer shall be immediately marked by the Contractor for identification and then destroyed or stored entirely separate from approved blankets. No walking on the paper shall be permitted at any time, and, in locations where pedestrian traffic cannot be entirely controlled, the Contractor shall provide walkways and barricades or shall substitute other permissible curing methods on such section of pavement. Article 360.12. Protection of Pavement and Opening to Traffic, Subarticle (2) Opening Pavement to Traffic is voided and replaced with the following: (2) Opening Pavement to Traffic. The opening of the pavement to either vehicles of the Contractor or to all traffic shall in no manner relieve the Contractor from his responsibility for the work in accordance with Item 7, "Legal Relations and Responsibilities to the Public ". 7 -10 360 - - -036 7 -00 For those sections of pavement to be opened to traffic, all joints shall first be sealed, the pavement cleaned, stable material placed against the pavement edges, unless otherwise shown on the plans, and all other work performed as required for the safety of traffic. The pavement shall be closed to all traffic, including vehicles of the Contractor, until the concrete is at least four (4) days old. After four (4) days, the pavement may be opened for use by vehicles of the Contractor provided the gross weight (vehicle plus load) of such vehicles and /or equipment does not exceed 14,000 pounds. Where a detour is not readily available or economically feasible to use, an occasional crossing of the roadway with overweight equipment may be permitted for relocating equipment only, but not for hauling material. When an occasional crossing of overweight equipment is permitted, temporary matting or other methods may be required by the Engineer. After the concrete in any section of pavement is seven (7) days old, such section of pavement may be opened to all traffic as shown on the plans or directed by the Engineer. The pavement may also be opened to all traffic after the pavement has cured for a period of four (4) curing days, and laboratory cured concrete specimens have attained either a flexural strength of 450 psi, a compressive strength of 2,800 psi, or a splitting tensile strength of 330 psi. 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 if satisfactory provisions are made to maintain the surface temperature of the concrete above 40 F for the entire 24 hours. The required curing period shall begin when all concrete therein has attained initial set. Article 360.13. Deficient Pavement Thickness, Subarticle (a) Coring. The first paragraph is voided and replaced by the following: (a) Depth Checks. The pavement will be tested for depth by direct measurement as approved by the Engineer after final strike off or by coring prior to final acceptance if significant surface deviation corrections were required. The direct measurement method shall be in accordance with Test Method Tex - 423 -A. Locations of depth tests will be selected by the Engineer. If the thickness of the pavement indicated by the direct measurement depth test is deficient by more than 0.2 inch from the plan thickness, the thickness will be verified by measurement of cores taken by the Contractor in accordance with Test Method Tex -424- A at the locations selected by the Engineer. Article 360.13. Deficient Pavement Thickness, Subarticle (a) Coring. The fourth paragraph is voided and replaced by the following: A minimum of two (2) direct measurement depth tests will be taken by the Department at locations selected by the Engineer or at random in each 1000 -foot unit. When no single direct measurement from any unit is deficient by more than 0.2 inch from the plan thickness, full payment 8 -10 360 - - -036 7 -00 will be made. When any direct measurement depth test is deficient by more than 0.2 inch, but not by more than 0.75 inch from the plan thickness, three (3) cores will be taken from the unit and the average of the three (3) cores determined. The cores from any 1000 -foot unit will be taken at intervals of not less than 150 feet. The cores from any 1000 -foot unit will be taken a locations such that the pavement in the unit will be well represented. If the average measurement of these three (3) cores is not deficient more than 0.2 inch from the plan thickness, full pavement will be made. If the average thickness of the three (3) cores is deficient by more than 0.2 inch but not more than 0.75 inch from the plan thickness, an adjusted unit price as provided in 360.13.(b), "Price Adjustments ", will be paid for the unit represented by these cores. Article 360.13. Deficient Pavement Thickness, Subarticle (a) Coring. The sixth paragraph is voided and replaced by the following: When the measurement of any individual core is less than the specified thickness by more than 0.75 inch, the actual thickness of the pavement in this area will be determined by taking cores at 10 -foot intervals parallel to the centerline in each direction from the deficient depth test until, in each direction, a core is taken which is not deficient by more than 0.75 inch. Exploratory cores for deficient thickness will not be used in averages for adjusted unit price. Exploratory cores are to be used only to determine the length of pavement in a unit that is to be left in place without pay and /or removed and replaced as provided in 360.13(a), "Coring ". Article 360.14. Ride Quality is voided and replaced by the following: 360.14. Ride Quality. Unless otherwise shown on the plans, ride quality will be required in accordance with Special Specification, "Ride Quality for Pavement Surfaces ". Article 360.15. Measurement, Subarticle (3) Ride Quality is voided and replaced by the following: (3) Ride Quality. Ride Quality will be measured as described in Special Specification, "Ride Quality for Pavement Surfaces ". Article 360.16. Payment. The second sentence of the first paragraph is voided and replaced by the following: This price shall be full compensation for furnishing, loading, unloading, storing, hauling and handling of all concrete ingredients, including all freight and royalty involved; for coring; for placing and adjusting forms, including supporting material or preparing track grade; for furnishing and installing all reinforcing steel; for furnishing all materials for sealing joints and placing longitudinal, expansion and weakened -plane joints, including all steel dowel caps and load transmission devices required; for mixing, placing, finishing, curing and sawing concrete; for cleaning and sealing concrete joints; and for all manipulations, labor, tools, equipment and incidentals necessary to complete work. 9 -10 360 -- -036 7 -00 Article 360.16. Payment. The second paragraph is voided and replaced by the following: When Surface Test Type -B, as specified in Special Specification, "Ride Quality for Pavement Surfaces ", is used, a bonus or deduction for each 0.1 mile section of each travel lane will be calculated in dollar and cents. 10 -10 360 - - -036 7 -00 beyond the horizontal projection of the outside surfaces of the pipe and parallel thereto is included. Quantities for excavation of pipes shown are between the extreme ends of the completed structure, including any end appurtenances, as shown on the plans and from centerline to centerline of inlets, manholes, etc. therein. When excavation for appurtenances is shown, the limits of excavation for the pipes does not overlap those of the appurtenances. (3) For structural plate structures, no material outside of vertical planes three (3) feet beyond the horizontal projection of the outside surfaces of the structure(s) and parallel thereto is included. When the quality of the existing soil or embankment is less than that of the proposed backfill material, the excavation is extended to vertical planes located at one -half of the span beyond the horizontal projection of the outside surfaces of the structure(s) and parallel thereto. (4) If a cofferdam is used, the limitations of Subarticle 400.7.(1) apply just as if no cofferdam were used. (5) Where excavation, in addition to that shown for the footings, is required for other portions of the structure, such as for the cap, cross strut, or tie beam of a pier or bent or for the superstructure, quantities for such additional excavation are limited laterally to vertical planes one (1) foot beyond the face of the member and parallel thereto and vertically to a depth of one (1) foot below the bottom of such member. (6) Quantities are not shown for any excavation necessary for placing forms or falsework except as allowed by the above conditions. (7) At all structure sites except at culverts and trench excavations, the quantity of structural excavation includes only material below or outside the limits of the completed road or channel excavation. Quantities for trench excavation in fill above natural ground, as specified in Subarticle 400.2.(4), includes that area as specified in Subarticle 400.7.(2) plus one (1) foot above the top of the pipe, regardless of the height of fill previously made. (8) Excavation required for shaping the slopes of header banks which were built by prior contract and upon which riprap is to be placed will be included in the quantity for structural excavation. (9) For all trenches and culverts, except for side road and private entrance culverts, all excavation within the limits of the structure and below or outside the limits of the completed roadway excavation is trench or culvert excavation. (10) Where excavation diagrams are shown on the plans, they take precedence over these provisions. (11) Quantities shown do not include materials removed below footing grades to compensate for anticipated swelling due to pile driving, nor 2 -4 400 -- -001 1 -94 will they include material required to be removed due to swelling beyond the specified limits during pile driving operations. (12) Quantities shown do not include additional volume caused by slips, slides, cave -ins, silting, or fill material resulting from the action of the elements or the Contractor's operation. (13) Where rock or other incompressible or unstable material is undercut to provide a suitable foundation for pipe or box sections, such material below grade, which is directed by the Engineer to be removed, will be measured for payment. (14) When an alternate bid is involved only the quantity for the base bid will be shown on the plans. No allowance will be made for any variance in quantities incurred by an alternate bid. (15) Additional excavation involved in the lowering or raising of the elevations of a footing, foundation, or structural unit, when such grade change is authorized by the Engineer will be paid for in accordance with Article 4.3. (16) Cement stabilized backfill will be measured in accordance with the backfill diagram shown on the plans. Changes in alignment or grade as authorized by the Engineer will be measured for payment. (17) The work to be done in the cutting and restoring of pavement will be measured in accordance with the dimensions shown on the plans. The excavation below the pavement and /or base is considered as structural excavation. Article 400.8. Payment is voided and replaced by the following: 400.8. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under "Measurement" will be paid for at the unit price bid for "Cement Stabilized Backfill" and "Cutting and Restoring Pavement ". Payment for removal and replacement of unstable or incompressible material below the footing grades of culverts and trenches as provided for in Subarticles 400.2.(3) and (4) will be made as follows: When the plans specify or when the Engineer directs the use of special materials such as flexible base, cement stabilized base, cement stabilized backfill or other special material, excavation below the footing grades will be measured and paid for at fifteen dollars ($15.00) per cubic yard. Payment for furnishing, hauling, placing and compacting the flexible base, cement stabilized base, cement stabilized backfill or other special material will be made at the unit price bid for these items in the contract or in accordance with Article 4.3., in cases where the required material is not a bid item. 3 -4 400 -- -001 1 -94 Where special materials are not required or specified, the removal and replacement of unstable and /or incompressible material, when such work is authorized by the Engineer, will be measured and paid for at fifteen dollars ($15.00) per cubic yard. Should the Engineer deem it necessary to lower or raise a footing, foundation or structure unit to an elevation from the grade shown on the plans, payment for such additional excavation involved shall be paid in accordance with Article 4.3. No increase in unit price will be allowed for any other bid items of the contract, and no additional compensation will be allowed for any required cofferdam adjustments made necessary by the lowering or raising of footings, etc. The price bid for "Cement Stabilized Backfill" and "Cutting and Restoring Pavement" shall be full compensation for all excavation, bedding, and backfill including placing, sprinkling and compaction of material; all soundings; cleaning and filling seams; constructing all cofferdams; all dewatering; and for furnishing all materials, hauling, labor, equipment, tools, sheeting and /or bracing of excavations up to and including five (5) feet in depth, pumps, drills, explosives, disposition of surplus material, cutting pavement and base to neat lines; and for incidentals necessary to complete the work, except that protection methods for excavations greater than five (5) feet in depth will be measured and paid for as required under Item 402, "Trench Excavation Protection" or Item 403, "Temporary Special Shoring ". 4 -4 400 - - -001 1 -94 1993 Specifications SPECIAL PROVISION TO ITEM 416 DRILLED SHAFT FOUNDATIONS For this project, Item 416, "Drilled Shaft Foundations ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 416.3. Construction Methods, Subarticle (1) Excavation, Section (a) General. The seventh paragraph is voided and replaced by the following: When casing is used, the outside diameter of the casing shall not be less than the specified diameter of the shaft. That portion of the shaft below the casing may be slightly smaller than the specified diameter of the shaft, i.e., shall be the largest size possible when drilled through the casing. Article 416.3. Construction Methods, Subarticle (1) Excavation is supplemented by the following: (c) Optional Use of PHPA Polymeric Slurry. Unless otherwise noted on the plans, the Contractor has the option to use PHPA (Partially Hydrolyzed PolyAcrylamide) polymeric slurry in lieu of bentonite slurry. The slurry shall not be mixed in the shaft excavation. The Contractor is hereby advised that polymeric slurry does not have the same stabilizing capabilities as bentonite slurry. Any failure of polymeric slurry to stabilize a shaft excavation will not be considered as a basis for a claim of changed site conditions. The use of polymeric slurry shall conform to all of the requirements of Section 416.3.(1)(b) of this specification except as follows: Polymeric slurry shall conform to the following requirements: Bentonite Content PHPA Polymer Content Specific Gravity Viscosity (500 ml Marsh Funnel) Sand Content (Percent by volume) Used polymeric slurry shall be disposed of in accordance with all applicable state and federal regulations. The discharge of used slurry into or adjacent to lakes or streams requires a permit from the Texas Natural Resource Conservation Commission. 1 -1 0% as per manufacturer's recommendation 0.95 to 1.05 40 second maximum 59 maximum 416 - - -007 7 -00 1993 Specification SPECIAL PROVISION TO ITEM 420 CONCRETE STRUCTURES For this project, Item 420, "Concrete Structures ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 420.2. Materials, Subarticle (7) Epoxy is voided and replaced by the following: (7) Epoxy. Unless otherwise specified, epoxy materials shall conform to Special Specification, "Epoxy and Adhesives ". Article 420.3. General Requirements. The eighth paragraph is voided and replaced by the following: (1) Superstructure members, forms, falsework, or erection equipment shall not be placed on the substructure before the concrete therein has attained a flexural strength of 425 psi or a compressive strength of 3000 psi. Subarticle 420.3. General Requirements. The tenth paragraph is voided and replaced by the following: (3) A minimum flexural strength of 340 psi or a compressive strength of 2400 psi will be required for the following: Subarticle 420.3. General Requirements. The fourteenth paragraph is voided and replaced by the following: (4) The support of tie beam and /or cap forms by falsework placed on previously placed tie beams will be permissible provided such beams have attained 425 psi flexural strength or 3000 psi compressive strength, curing requirements are completed, and the member is properly supported to eliminate stresses not provided for in the design. Article 420.3. General Requirements. The sixteenth and seventeenth paragraphs are voided and replaced by the following: After each slab of concrete has reached required curing time and design strength in accordance with Item 421, "Portland Cement Concrete ", and the concrete surface treatment has been applied in accordance with Item 428, "Concrete Surface Treatment ", authorization may be given for 1 -2 420 - - -013 1 -00 construction traffic, or for the traveling public when necessary. Vehicles exceeding the legal load limit will be allowed in accordance with Item 6, "Control of Materials ". Article 420.3. General Requirements. The eighteenth paragraph is voided and replaced by the following: (6) Box culverts in fills may be opened to backfilling and compaction equipment when the concrete in the top slab has attained 425 psi in flexure strength or 3000 psi in compressive strength, and may be opened to other traffic as soon as sufficient backfill and /or embankment has been placed over the top to protect the culverts against damage from heavy construction equipment. The Contractor shall repair, at his expense, any damage inflicted on the culvert by construction traffic. Article 420.11. Placing Concrete - General, Subarticle (9) Installation of Dowels and Anchor Bolts, Section (b) Cast -in -Place or Grouted Systems. The second sentence of the second paragraph is voided and replaced by the following: Epoxy (Type V) and Epoxy Mortar (Type VIII) shall conform to Special Specification, "Epoxy and Adhesives ". Subarticle 420.11. Placing Concrete - General, Subarticle (10) Mass Placement. The first and second paragraphs are voided and replaced by the following: (10) Mass Placements. Unless otherwise shown on the plans, for monolithic mass placements having a least dimension greater than five (5) feet, the Contractor shall develop a plan, submitted to the Engineer for approval, to assure that during the heat dissipation period, the temperature differential between the central core of the placement and the exposed concrete surface does not exceed 35 F. Article 420.21. Removal of Forms and Falsework. The third and fourth paragraphs are voided and replaced by the following: Weight supporting forms and falsework for all bridge components and culvert slabs, except as noted herein, shall remain in place a minimum of four (4) days. The forms then may be removed if the concrete has attained a flexural strength of 425 psi or a compressive strength of 3000 psi, as evidenced by strength test 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 (wall and top slabs) for box culverts and sewers may be removed after concrete has aged not less then one (1) day (24 hours) and has acquired a flexural strength of not less than 255 psi or a compressive strength of 1800 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. 2 -2 420 - - -013 1 -00 1993 Specifications SPECIAL PROVISION TO ITEM 421 PORTLAND CEMENT CONCRETE For this project, Item 421, "Portland Cement Concrete ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 421.2. Materials, The first paragraph is voided and replaced by the following: The concrete shall be composed of hydraulic cement (with or without) fly ash or ground granulated blast furnace slag (GGBF slag), silica fume fine and coarse aggregates and water. Article 421.2. Materials, Subarticle (1) Cement, is voided and replaced by the following: (1) Cement. The cement shall conform to Item 524, "Hydraulic Cement ". Article 421.2. Materials, Subarticle (2) Fly Ash, is voided and replaced by the following: (2) Fly Ash, GGBF Slag and Silica Fume. a. Fly ash shall conform to the requirements of Departmental Materials Specification DMS -8900, "Fly Ash." Copies of Departmental Materials Specifications are available from the Texas Department of Transportation, Construction Division, 125 East llth Street, Austin, Texas 78701 -2483. b. GGBF slag shall conform to the requirements of ASTM C 989, "Standard Specification for Ground Granulated Blast- Furnace Slag for Use in Concrete and Mortars," Grade 100 or 120. GGBF slag may be accepted for use prior to testing provided it is from a prequalified source. A manufacturer shall become qualified by establishing a history of satisfactory quality control as evidenced by results of tests performed by the Materials Section of the Construction Division and upon approval of production and storage facilities by the Director of the Materials Section. Continued acceptance of GGBF slag from a prequalified source will remain in effect as long as all test results on samples conform with specification requirements. Failure of GGBF slag to meet the requirements shall be just cause to remove a manufacturer,from the 1 -9 421 -- -028 6 -00 prequalified status. In this event, all GGBF slag from that source will be subject to testing prior to use. This procedure will continue until the Director of the Materials Section has determined that adequate quality control has been re- established. GGBF slag from nonqualified sources will require sampling and testing prior to use. c. Silica fume shall conform to the requirements of ASTM C 1240, "Standard Specification for Silica Fume for Use as a Mineral Admixture in Hydraulic- Cement Concrete, Mortar, and Grout," and shall contain no more than 1.50 percent available alkalies as Na20 equivalent. Article 421.2. Materials, Subarticle (3) Mixing Water is voided and replaced by the following: (3) Mixing Water. The mixing and curing water shall be free from oils, acids, organic matter or other deleterious substances. Water from municipal supplies approved by the State Health Department will not require testing. Total water content, that is a blend of wash water and other water sources, that is certified by the concrete producer as complying with the requirements of both "Acceptance Criteria for Questionable Water Supplies" and "Chemical Limits for Mix Water" as specified herein, may be used as mix water. When wash water is used, the total mix water shall be tested by the concrete producer at a weekly interval for four (4) weeks, and thereafter at a monthly interval provided no single test exceeds the applicable limits specified herein. If the specified limits are exceeded, the water shall not be used as mix water until such time the concrete producer can control the mix water within the limits specified to the satisfaction of the Engineer. Upon request, test results shall also be provided to the Engineer. Acceptance Criteria for Questionable Water Supplies 1 1 Limits Test Method 1 (Compressive strength,1 90 C 109* I (min %, control at 7 1 I Idays I 1 (Time of set, 1 from 1:00 early I C 191* I 'deviation from I to 1:30 later 1 I 'control, h:min 1 1 I *Comparison shall be based on fixed proportions and the same volume of test water compared to control mix using city water or distilled water. 2 -9 421 - - -028 6 -00 Limits 'Chemical requirements' 'maximum concentration] lin mixing water, ppm 1 'Chloride as C1,: 'Prestressed concrete 1 500 'Bridge Decks, 'Superstructure and ]substructure I 500 IA11 other concrete 1 1000 'Sulfate as SO4 1 1000 'Alkalies as 1 600 1(Na20+0.658 K20) 1 'Total solids 1 50,000 Chemical Limits for Mix Water Test Method* D 512 D 516 AASHTO T26 The wash water shall be metered when added to the mix and a uniform amount shall be added in consecutive batches. When used, wash water shall have no adverse effect on the air - entraining agent or on any other chemical admixture used and it shall have no adverse effect on strength or time of set of the concrete. Water used in white Portland cement concrete shall be free from iron and other impurities which may cause staining or discoloration. 421.2. Materials, Subarticle (4) Coarse Aggregate. The first sentence of the first paragraph is voided and replaced by the following: Coarse aggregate shall consist of durable particles of gravel, crushed blast furnace slag, recycled crushed Portland cement concrete, crushed stone, or combinations thereof and shall be free from frozen material or injurious amounts of salt, alkali, vegetable matter, or other objectionable material either free or as an adherent coating. The use of recycled crushed Portland cement concrete as a coarse aggregate shall be limited to Class B, Class D, Class E and Class P concrete. Article 421.2. Materials, Subarticle (5) Fine Aggregate. The first and second paragraphs are voided and replaced by the following: Fine Aggregate shall consist of clean, hard, durable particles of natural or manufactured sand or a combination thereof, with or without a mineral filler. Fine aggregate shall be free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable material and shall not contain more than 0.5 percent clay lumps by weight. When fine aggregate is subjected to the color test for organic impurities in accordance with Test Method Tex - 408 -A, the test result shall not show a color darker than standard. When white Portland cement is specified, the fine aggregate shall be light colored. 3 -9 421 - - -028 6 -00 Unless otherwise shown on the plans, the acid insoluble residue of fine aggregate used in concrete subjected to direct traffic shall not be less than 60 percent by weight when tested in accordance with Test Method Tex - 612 -J. Unless otherwise shown on the plans, fine aggregates may be blended to meet the acid insoluble residue requirement. When blended, the following equation will be used: Acid Insoluble (%) = {(A1)(P1) +(A2)(P2(> /100 where: Al = acid insoluble (8) of aggregate 1 A2 = acid insoluble (8) of aggregate 2 P1 = percent by weight of Al of the fine aggregate P2 = percent by weight of A2 of the fine aggregate Article 421.2. Materials, Subarticle (5) Fine Aggregate by the following: The use of recycled fine aggregate from crushed concrete limited to a maximum of 20 percent of the fine - aggregate of the mixture and shall be limited to Class B, Class D, Class P concrete. blend blend is supplemented shall be (sand) portion Class E and Article 421.3. Storage of Materials, Subarticle (1) Cement, Fly Ash and Mineral Filler. The first paragraph is voided and replaced by the following: (1) Cement, Fly Ash, GGBF Slag and Mineral Filler. All cement, fly ash, GGBF slag and mineral filler shall be stored in well ventilated weatherproof buildings or approved bins, which will protect them from dampness or absorption of moisture. Each shipment of packaged cement shall be kept separated to provide easy access for identification and inspection. Article 421.4. Measurement of Materials. The first sentence of the third paragraph is voided and replaced by the following: Cement, fly ash or GGBF slag shall be weighed separately from other materials. Article 421.8. Classification and Mix Design. The first paragraph is supplemented by the following: If the Contractor can provide historical data obtained within the preceding 12 -month period which demonstrates that an existing concrete mix design meets all requirements of the plans and specifications, the above requirements for concrete mix design verification may be waived by the Engineer. Article 421.8. Classification and Mix Design. The eleventh paragraph is supplemented by the following: 4 -9 421 -- -028 6 -00 Admixtures shall be used in accordance with manufacturers' recommendations. Article 421.8. Classification and Mix Design. "Table 3, Slump Requirements ", A. Structural Concrete is supplemented by the following: High strength concrete (f'c> / =9000 psi) Maximum slump may exceed eight (8) inches when approved by the Engineer Article 421.8. Classification and Mix Design is supplemented with the following: Unless otherwise shown on the plans or in the specifications, the cement shall be either Type I, IP, IS, or II, except as follows: Type III cement may be used in all precast concrete or when shown on the plans, specified in the Item, or as directed by the Engineer. All cement used in a monolithic placement shall be of the same type. Type I /II cement may be considered as either Type I or Type II cement except as otherwise noted. Type IP or IS cement may be used in lieu of Type I or Type II cement. The Type IP cement shall be uniform blend of Portland cement and Class F fly ash produced by intergrinding Portland cement clinker and Class F fly ash, in which the fly ash constituent is between 20 and 35 percent by absolute volume of the Type IP cement. Only GGBF slag and /or Class F fly ash may be substituted for a portion of the cement when Type II cement is specified. When Class C fly ash is used, it shall replace a minimum of 20 to 35 percent of the cement by absolute volume. A maximum of 10 percent silica fume, by absolute volume, may be used in the mix. No fly ash or GGBF slag will be permitted when a white Portland cement is required, unless otherwise approved by the Engineer and proven by the Contractor to have no adverse effect on the desired color of the concrete. In addition to the above the Contractor shall use one of the following options when designing the concrete mix for concrete Classes C, E, F, H, S, DC, CO, SS, and K: 5-9 421 -- -028 6 -00 Option 1. When using cement only, the total alkali contribution from the cement in the concrete shall not exceed 4.00 pounds per cubic yard of concrete when calculated as follows: lb. alkali per cu.yd. = (lb. cement per cu.yd.) x (9 Na20 equivalent in cement) /100 The cement alkali content to be used in the above calculation shall be the actual cement alkali content as reported on the cement mill certificate. Option 2. 20 to 35 percent of the cement shall be replaced, by absolute volume, with Class F fly ash meeting the requirements of Departmental Material Specification DMS - 8900, "Fly Ash." Option 3. 35 to 50 percent of the cement shall be replaced, by absolute volume, with GGBF slag. Option 4. 35 to 50 percent of the cement, by absolute volume, may be replaced with a combination of Class F fly ash, GGBF slag, or silica fume. However, no more than 35 percent may be fly ash nor more than 10 percent may be silica fume. Option 5. Type IP or IS cement shall be used. Up to 10 percent of a Type IP or IS, by absolute volume, may be replaced with Class F fly ash, GGBF slag, or silica fume. Option 6. The Contractor shall also have the option of deviating from the above listed options by (a) using Class C fly ash in lieu of Class F fly ash, except when Type II cement is specified, (b) substituting a lesser percentage of fly ash and /or GGBF slag for the cement or (c) using a cement -only mix with a total alkali contribution greater than 4.00 pounds per cubic yard as calculated in Option 1. However, the Contractor shall demonstrate that such mix, using job materials in the proportions intended on the job, does not exhibit an expansion greater than 0.10 percent at 14 days when tested in accordance with ASTM C 1260, "Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar -Bar Method)." The test shall be performed by using 440 grams of the proposed blended cementitious material, in the proportion to be used on the job, and 990 grams of the combined aggregates, in the proportions to be used on the job. Mix the blended cement combination with the job aggregates and test in accordance with ASTM C 1260. Any changes in source of materials, including aggregates, cement, fly ash, GGBF slag, silica fume, or changes in cement Type will require another test. In lieu of ASTM C 1260, the Contractor may evaluate the cementitious materials for Options 6(a) and 6(b), in the proportions to be used on the project, by performing ASTM C 441, "Standard Test Method for Effectiveness of Mineral Admixtures or Ground Blast - Furnace Slag in Preventing Excessive Expansion of Concrete Due to the Alkali - Silica Reaction." The cementitious material shall exhibit an expansion of 6-9 421 -- -028 6 -00 no more than 0.020 percent at 14 days or 0.10 percent at 56 days, when tested in accordance with ASTM C 441, using the crushed Pyrex glass specified in the procedure. Any changes in source of cementitious materials, including cement, fly ash, GGBF slag, silica fume, or changes in cement Type or changes in mitigating admixtures will require another test. ASR mitigating admixtures, such as lithium nitrate, may be used in the mix, provided it is included in the effectiveness test, in the proportions proposed for use on the job. These tests shall be the responsibility of the Contractor and shall be performed by a qualified independent laboratory. The report shall be sealed by a Registered Professional Engineer and furnished to the project Engineer for review. The test shall be performed at the Contractor's expense. Article 421.9. Quality of Concrete. The third paragraph is supplemented by the following: All compressive strength specimen molds for high strength concrete (f'c>/ =9000 psi) shall be four (4) inch diameter by eight (8) inches in dimension, and shall have unbonded capping systems of durometer hardness adequate for testing concrete of the expected compressive strength. Article 421.9. Quality of Concrete. The sixth paragraph is voided and replaced by the following: Slump tests will be performed in accordance with Test Method Tex - 415 -A. Entrained air tests will be performed in accordance with Test Method Tex -414 -A or Tex - 416 -A. Article 421.9. Quality of Concrete. The eleventh paragraph is voided and replaced by the following: Unless otherwise shown on the plans, the concrete strength shall be controlled by seven (7) day strength tests in accordance with Test Method Tex - 448 -A, "Flexural Strength of Concrete Using Simple Beam in Third Point Loading ". When acceptance of the concrete by compressive strength testing, in accordance with Test Method Tex - 418 -A, is shown on the plans, acceptance will be based on the minimum specified 28 day strength. The Engineer may accept the concrete prior to 28 days, provided the compressive strength requirements are met. The time sequence and strength requirements in which construction operations may be carried on and in which structures may be opened to traffic shall be governed by the pertinent Item. Article 421.9. Quality of Concrete. "Table 4, Classes of Concrete ", is supplemented by the following: 7 -9 421 - - -028 6 -00 NOTE: (e) For high strength concrete (f'c> / =9000 psi), the 56 day minimum compressive strength shall be as specified on the plans. Article 421.9. Quality of Concrete, Table 4 Classes of Concrete A and C, are voided and replaced by the following: 8-9 421 -- -028 6 -00 Class of Conc. A C Cement per C.Y. Min. sacks 5.0 6.0 Min. Comp Sgth. (fc) 28 Day psi 3000 3600 CLASS OF CONCRETE Min. Flex. Sgth. 7 day psi 425 390 (c) 510 470 (c) TABLE 4 Max. Water Cement Ratio Gal /sk 6.5 6.0 Coarse Aggr. Grade No. 1 -2- 3 -4- 8 (a) (d) 1 -2 -3- 4 -5 (d) General Usage (info. only) Drilled Shafts; Inlets, Manholes, Appr. Slabs; Curb; Gutter; Curb & Gutter; Conc. Retards; Sidewalks; Driveways; Conc. Pavement; Back -up Walls; Anchors Drilled Shafts ; Bridge Substructure Bridge Railing ; Cast -in -place Culverts, except Top Slab of Direct Traffic Culverts; Wingwalls; Headwalls; Approach Slab; Concrete Traffic Barrier (cast- in place) 9 - 9 421 - - -028 6 -00 1993 Specifications SPECIAL PROVISION TO ITEM 424 PRECAST CONCRETE STRUCTURES (FABRICATION) For this project, Item 424, "Precast Concrete Structures (Fabrication) ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 424.4. Fabrication, Subarticle (3) Quality of Concrete. The second paragraph is supplemented by the following: The acceptance of high strength concrete (f'c> / =9000 psi) shall be by 56 -day compressive strength testing. Acceptance testing may be performed at any age equal to or greater than seven (7) days; however, the minimum strength requirements for acceptance testing shall be 100 percent of the specified 56 -day compressive strength. Design strength cylinders for high strength concrete (f'c >/ =9000 psi) shall be in accordance with Test Method Tex - 704 -I, except that a maximum of 12 cylinders shall be made, cured, and tested. Article 424.4. Fabrication, Subarticle (4) Placing Concrete, Section (a) Placing Concrete in Cold Weather. The last paragraph is supplemented by the following: For high strength concrete (f'c >/ =9000 psi), protective measures shall be taken to assure the difference between the air temperature and the concrete surface temperature does not cause thermal cracking. 1 - 3 424 -- -006 7 -99 Article 424.5. Workmanship, Subarticle (2) Tolerances, Section (a) Prestressed Members. Table 1 is voided and replaced by the following: Length(Normal to strands for panels) Width(Parallel to strands for panels) Nominal Depth(Thickness in case of panels) Top Slab or Flange Bottom Slab or Flange I Web or Wall Thickness 1 Horizontal Alignment (Upon Release of Stress)- Deviation from straightness of mating edge of panels Deviation of Ends from Shop Plan Dimension (bearing edge in case of panels) Notched End Areas (for diaframs) Horizontal Skew Vertical Batter Depth Length TABLE 1 ALLOWABLE TOLERANCES Beams + +3/4" - 1/4" +1/2" - 1/4" +1/2" -1/4" +1 /2" - 1/4" +3/4" -1/4" +/ -1/8" per 10' of length +/ -1/4" + / -1/8" per 1' of depth +/ -1/4" +2" -1" Box 1 Beams 1 Tees + / -1" 1 +/ -3/4" 1 +/- 1/4 "1 +/ -3/4" 1 +/- 1/4 "1 +/ -1/4" 1 +/- 1/2 "1 +/ -1/4" 1 +/ -1/2 "I NA 1 +/- 1/2 "1 +/ -1/4" 1 +/- 1/4 "1+/ -1/4" I +/- 1/8 "I +/ -1/8" per 1' Iper 1' of 1 of width, (width 1/2 "maxi +/- 1/8 "I +/ -1/8" per 1' 'per 1' of 1 of depth, (depth 1/2 "maxi +/-1/4 "1 +/ -1/4" 1 +2" 1 +2" -1" 1 - 1 " Panels +/ -1/2" +/ -1/2" +1/4" -1/8" NA NA NA +/ -1/8" +/ -1/2" NA NA NA Piling -1". NA NA +/ -1/8" per 10' of length +/ -1/8" +/ -1/8" NA NA 2 -3 424 -- -006 7 -99 Perpendicular to Vertical Bearing Axis Surfaces Deviation from Plane From End of Anchor Member Hole Longitudinal Location Spacing Transverse Location Diafram or Lateral Tie Location Position of Void ** (Longitudinal for Box Beams) Position of Strands Position of Hold -Down Points Position of Handling Devices Beams +7 +/- 1/16" +3/4" -1/4" +/ -3/4" +/ -1/4" +/ -1/2" NA +/ -1/4" +/ -6" +/ -6" + / - 6" +/ -6" # Measured from bottom of panel. * Maximum length approved by the Engineer. * *Length of Box Beam Void Material +1 " -6 ". 3 -3 Box Beams NA +/ -1/8" +/ -1/4" +7 +1 -1/4" +/ -1/2" + / -1" +/ -1/4" Tees +/- 1/16" +/- 1/16" +3/4" -1/4" +/ -3/4" +1 -1/4" +/ -1/2" NA +/ -1/4" +/ -6" +/ -6" Panels NA NA NA NA NA NA NA +/ -1/8" vert.# + / -1/2" Horiz. NA NA Piling NA NA NA NA NA NA +/ -1/2" +/ -1/4" NA +/ -6" 424 -- -006 7 -99 1993 Specifications SPECIAL PROVISION TO ITEM 425 PRESTRESSED CONCRETE STRUCTURAL MEMBERS For this project, Item 425, "Prestressed Concrete Structural Members ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 425.2. Materials. The first paragraph is voided and replaced by the following: 425.2. Materials. All materials shall conform to the pertinent items as follows: Item 421, "Portland Cement Concrete" Item 426, "Prestressing" Item 435, "Elastomeric Materials" Item 440, "Reinforcing Steel" Item 442, "Metal For Structures" Special Specification, "Epoxy and Adhesives" 1 -1 425 - - -001 1 -96 1993 Specifications SPECIAL PROVISION TO ITEM 426 PRESTRESSING For this project, Item 426, "Prestressing ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 426.3. Materials, Subarticle (3) Prestressing Steel. The first, second and third paragraphs are voided and replaced by the following: Prestressing steel shall conform to one of the following types: Seven -wire steel strand conforming to ASTM A416 and Departmental Material Specification D -9 -4500; alloy bars conforming to ASTM A722; or steel wire conforming to ASTM A421. When shown on the plans or permitted by approval of optional design, stress relieved seven -wire strand, shall be used. The Contractor shall furnish the Engineer a copy of the manufacturer's certified Form D- 9 -PS -1. All seven -wire strand shall be furnished by a prequalified manufacturer. A list of prequalified manufacturers will be maintained by the Materials and Tests Division. The Department reserves the right to require the Contractor to furnish samples to verify compliance with specification requirements. Strands, bars or wires not produced in accordance with Departmental Material Specification D -9 -4500, ASTM A722, ASTM A416 or ASTM A421 which meet or exceed the physical properties of the material specified may be permitted provided the physical properties are shown on the shop drawing. Article 426.7. Equipment. The first paragraph is voided and replaced by the following: The Contractor shall furnish suitable hydraulic jacks for prestressing the steel. The jacks shall be equipped with instruments for monitoring the hydraulic pressure. Bourdon tube pressure gauges shall be fluid filled and shall be at least six (6) inches in diameter. Electronic pressure transducers with digital indicators may be used. All pressure gauges or electronic pressure indicators shall indicate the load directly to one (1) percent of the maximum gauge or sensor /indicator capacity or two (2) percent of the maximum load applied, whichever is smaller. 1 -1 426 -- -001 12 -94 1993 Specifications SPECIAL PROVISION TO ITEM 427 SURFACE FINISHES FOR CONCRETE For this project, Item 427, "Surface Finishes for Concrete ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 427.8. Special Surface Finishes, Subarticle (4) Epoxy Waterproofing. The first sentence of the first paragraph is voided and replaced by the following: The epoxy system shall conform to Type X of Special Specification, "Epoxy and Adhesives ". 1 -1 427 - - -002 1 -96 1993 Specifications SPECIAL PROVISION TO ITEM 433 JOINT SEALANTS AND FILLERS For this project, Item 433, "Joint Sealants and Fillers ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are Waived or changed hereby. Article 433.2. Materials, Subarticle (3) Classes of Joint Sealants, Section (e) Class 5. Self- leveling Low Modulus Silicone is voided and replaced by the following: (e) Class 5. Self- leveling, Low Modulus Silicone or Polyurethane. The material shall be a single component formulation not requiring addition of a catalyst. Article 433.2. Materials, Subarticle (3) Classes of Joint Sealants, Sections (f) Class 6. Preformed Joint Sealant (PJS), and (g) Class 7. Self- leveling, Rapid Curing, Low Modulus Silicone, are voided and replaced by the following: (f) Class 6. Preformed Joint Sealant (PJS). The preformed joint sealant shall be an extruded elastomeric material having a multi - channeled shape. The size shown on the plans shall be the nominal width of the sealant. The uncompressed depth of the seal shall be equal to or greater than the width. All preformed joint sealants installed by the Contractor shall have been prequalified for compliance with the requirements. Each size and configuration of seal produced by a manufacturer must be approved by the Engineer prior to use on Department projects. For a sealant manufacturer to prequalify and obtain approval of a sealant, detailed dimensions and configuration of each size of sealant and certified test results indicating compliance with Departmental Materials Specification D -9 -6310 and any requirements shown on the plans and specifications shall be submitted to the Engineer. Submission shall be done sufficiently in advance of work to allow for testing and evaluation of the material. The Engineer will confirm by visual inspection that the sealant proposed for installation is the same size, configuration and manufacture as 1 -2 433 - - -003 5 -98 shown on plans. The Engineer will examine the sealant for any undue distortions, such as dissymmetry, warping, thick webs or uneven width which are likely to impair the performance of the joint. If the magnitude of the distortions are sufficient to create doubts as to the performance of the sealant, the Engineer may direct that the sealant be replaced or that samples representing the worst of the lot be subjected to further testing to verify their performance. (g) Class 7. Self- leveling, Rapid Curing, Low Modulus Silicone. The material shall be a two component, rapid curing, self - leveling, low modulus formulation. The components shall be proportioned and mixed in accordance with the manufacturer's recommendations. Article 433.2. Materials , Subarticle (3) Classes of Joint Sealants is supplemented by the following: (h) Class 8. Self - leveling, Low Modulus Silicone or Polyurethane for Portland Cement Concrete Only. The material shall be a single component formulation not requiring addition of a catalyst. It shall be used for Portland Cement concrete joints only. (i) Class 9. Polymer Modified Asphalt Emulsion Joint Seal. The material shall be a single component, polymer modified emulsion composed principally of a semi -solid asphalt base, water and an emulsifying agent. (j) Class 10. Non -Sag, Polymer Modified Asphalt Emulsion Joint Seal. The material shall be a single component, polymer modified emulsion composed principally of a semi -solid asphalt base, water and an emulsifying agent. 2 -2 433 - - -003 5 -98 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1993 Specifications SPECIAL PROVISION TO ITEM 435 ELASTOMERIC MATERIALS For this project, Item 435, "Elastomeric Materials ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 435.2. Materials, Subarticle (1) Elastomeric Bearings, Section (a) General. The first paragraph is voided and replaced by the following: (a) General. Unless otherwise shown on the plans, the elastomer for bearings shall be formulated from previously unvulcanized 100 percent virgin polychloroprene rubber polymers. Bearings will not be acceptable if the elastomer employed contains previously vulcanized synthetic rubber or other synthetic rubber -like polymers. Article 435.2. Materials, Subarticle (1) Elastomer Bearings, Section (b) Physical Properties of the Elastomer. The first sentence is voided and replaced by the following: (b) Physical Properties of the Elastomer. Elastomer formulated from polychloroprene shall meet the requirements of AASHTO M251, Table 1. Article 435.2. Materials, Subarticle (1) Elastomeric Bearings, Section (c) Formulation Prequalification and Certification. The last sentence of the first paragraph is voided and replaced by the following: The results must show actual test values obtained when the physical properties of the elastomer to be furnished were tested for compliance with the minimum requirements of AASHTO M251. Article 435.2. Materials, Subarticle (1) Elastomeric Bearings, Section (c) Formulation Prequalification and Certification. The third sentence of the second paragraph is voided and replaced by the following: Only elastomer of the type or types to be supplied shall be submitted. Article 435.2. Materials, Subarticle (1) Elastomeric Bearings, Section (d) Manufacturing Requirements. The second and third sentences of the fourth paragraph are voided and replaced by the following: The bearing type shall be marked on the surface of each bearing. The marking shall remain legible until placement in the structure. 1 -2 435 - - -001 2 -99 Article 435.2 Materials, Subarticle (1) Elastomeric Bearings, Section (f) Routine Inspection, Sampling and Testing, Subsection Laminated Bearings. The second sentence of the first paragraph is voided and not replaced. 2-2 435 -- -001 2 -99 1993 Specifications SPECIAL PROVISION TO ITEM 437 CONCRETE ADMIXTURES For this project, Item 437, "Concrete Admixtures ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 437.3. Approval of Admixtures. Number "(2)" of the second paragraph is voided and replaced by the following: (2) An eight (8) ounce sample of the admixture. Article 437.4. Dispensing Equipment. The second paragraph is voided and replaced by the following: The calibrated container shall be constructed in such a manner that the level of the admixture is visible at all times. A strip gauge shall be securely attached to the measuring apparatus. The increments on the strip gauge shall be such that the admixture can be measured to within three (3) percent of the specified dosage. 1 -1 437 - - -001 12 -94 1993 SPECIFICATIONS SPECIAL PROVISION TO ITEM 440 REINFORCING STEEL For this project, Item 440, "Reinforcing Steel ", of the Standard specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this item are waived or changed hereby. Article 440.2 Materials. The sixth paragraph is voided and replaced by the following: The nominal size, area and weight of reinforcing steel bars covered by this specification are as follows: ENGLISH METRIC BAR SIZE BAR SIZE NOMINAL NOMINAL WEIGHT PER DESIGNATION DESIGNATION DIAMETER AREA LINEAR FOOT ( *) (IN.) (SQ. IN.) 3 10 0.375 0.11 0.376 4 13 0.500 0.20 0.668 5 16 0.625 0.31 1.043 6 19 0.750 0.44 1.502 7 22 0.875 0.60 2.044 8 25 1.000 0.79 2.670 9 29 1.128 1.00 3.400 10 32 1.270 1.27 4.303 11 36 1.410 1.56 5.313 14 43 1.693 2.25 7.650 18 57 2.257 4.00 13.600 ( *) Bars rolled with these metric bar sizes may be substituted for the corresponding English bar sizes shown in the plans. Article 440.2. Materials, Subarticle (8) Epoxy Coating. The third sentence is voided and replaced by the following: Sampling of epoxy powder shall be in accordance with Test Method Tex -738- I. 1 -2 440 - - -005 10 -97 Article 440.7. Mechanical Couplers, Subarticle (1) General, is voided and replaced by the following: (1) General. When shown on the plans, mechanical splices may be made in the reinforcing steel bars using one of the following types: Sleeve - Bolted Sleeve - Filler Sleeve- Threaded Sleeve - Swaged Sleeve -Wedge All couplers furnished by the Contractor shall be produced by a prequalified manufacturer. Prequalification shall be in accordance with Departmental Material Specification D -9 -4510. Sleeve -wedge type couplers will not be permitted on coated reinforcing. Mechanical couplers shall be Class B in accordance with Departmental Material Specification D -9 -4510 unless otherwise shown on the plans and shall be used only at locations shown on the plans. Mechanical couplers may be permitted in other locations provided the Contractor obtains written approval from the Engineer. 2 -2 440 -- -005 10 -97 1993 Specifications Fastener Size (inch) 1 7/8 3/4 5/8 Sheared or Flame Cut Edges (inch) SPECIAL PROVISION TO ITEM 441 STEEL STRUCTURES For this project, Item 441, "Steel Structures ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 441.5. Fabrication of Bolted Structures, Subarticle (1) Pitch and Edge Distance of Bolts is voided and replaced by the following: (1) Pitch and Edge Distance of Bolt Holes. Pitch and edge distance not shown on the plans shall be detailed in accordance with the latest edition of AASHTO Standard and Interim Specifications for Highway Bridges. The minimum as fabricated distance from the center of a bolt hole to an edge shall be as follows: Rolled or Planed Edges 1 Beams or Channels Unless otherwise specified, the maximum as fabricated distance from any edge shall be eight (8) times the thickness of the thinnest outside plate, but shall not exceed five (5) inches. The as fabricated distance between centers of fasteners in standard holes shall be as detailed plus or minus 1/4 inch. Article 441.6. Fabrication of Welded Structures, Subarticle (1) Welding. The first paragraph is voided and not replaced. 1 -2 441 -- -003 6 -97 Article 441.6. Fabrication of Welded Structures, Subarticle (1) Welding, the first sentence of the sixth paragraph is voided and replaced by the following: Non - destructive testing of fillet welds and complete joint penetration groove welds, including joints subject to shear and compression is required. MT, RT, and UT inspection shall be done in the presence of the Engineer or his authorized representative and at locations required by ANSI /AASHTO /AWS D1.5. Article 441.6. Fabrication of Welded Structures, Subarticle (1) Welding, the tenth paragraph is voided and replaced by the following: Radiographs shall have a density of not less than 2.0 nor more than 3.5 with a density variation of not more than 0.5 and shall be confirmed by a radiographer. Ultrasonic and /or radiographic inspection shall be made on complete joint penetration groove welds in butt joints of flange splices in girders and rolled beams subject to shear or compression stress. Article 441.8. Fracture Control Plan. The first paragraph is voided and replaced by the following: Welding and testing of Fracture Critical Members (FCM's) for railroad underpass structures shall be in accordance with the latest A.R.E.A. Specifications, Chapter 15. 2 441 -- -003 6 -97 1993 Specifications SPECIAL PROVISION TO ITEM 442 METAL FOR STRUCTURES For this project, Item 442, "Metal for Structures ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 442.3. Structural Steel, Subarticle (1) Steel for Bridge Structures. The first paragraph is voided and replaced by the following: The material required for steel bridge structures shall be shown on the plans under the following designations: (a) Structural Steel -HYC - When shown on the plans and in the proposal as Structural Steel -HYC, the material shall conform to the requirements of ASTM A709, Grade 36. (b) Structural Steel -HS - When shown on the plans and in the proposal as Structural Steel -HS, the material shall conform to the requirements of ASTM A709, Grade 50 or Grade 50W. The use of either Grade 50 or Grade 50W shall be at the Contractor's discretion for painted structures, but Grade 50W must be used when weathering steel is specified. (c) Structural Steel -XHS - When shown on the plans and in the proposal as Structural Steel -XHS, the material shall conform to the requirements of ASTM A709, Grade 70W, Grade 100, or Grade 100W. The Grade of material required shall be designated on the plans; if Grade 100 is specified, the use of either Grade 100 or Grade 100W shall be at the Contractor's discretion for painted structures, but Grade 100W must be used when weathering steel is specified. Article 442.16. Measurement. The eighth paragraph is voided and replaced by the following: Splices will be measured as follows: (1) No additional weight will be allowed for weld metal in a welded splice. (2) Where a bolted splice is permitted as an alternate for a welded splice, measurement will be made on the basis of a welded splice. (3) Where a bolted splice is required, the weight of the splice material, bolt heads, washers and nuts, with no deduction for holes, will be measured. 1 -1 442 -- -018 5 -00 1993 Specifications For this project, Item 445, "Galvanizing ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 445.2 Galvanizing is voided and replaced by the following: 445.2. Galvanizing. Galvanizing of metal items shall be in accordance with the following: ITEMS SPECIFICATION (1) Fabricated items, rolled, pressed or forged steel shapes, plates, pipes, tubular items and bars (2) Steel or iron castings SPECIAL PROVISION TO ITEM 445 GALVANIZING (3) Bolts, nuts, screws, washers and other miscellaneous hardware (4) Miscellaneous fasteners, when permitted by plans or specifications (5) W -Beam elements for guard fence or bridge railing (6) Permanent Metal Deck Forms, supporting angles and incidental items 1 -1 ASTM Al23 ASTM A153, Class A ASTM A153, Class C or D or ASTM B695, Class 50 ASTM B633, Class Fe /Zn 8 ASTM A653, Coating Designation G210 or AASHTO M 180 ASTM A653, Coating Designation G165 445 -- -001 4 -97 1993 Specifications SPECIAL PROVISION TO ITEM 462 CONCRETE BOX CULVERTS AND SEWERS For this project, Item 462, "concrete box culverts and sewers ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 462.2. Materials, is supplemented by the following: Concrete for cast -in -place shall be Class C concrete, except that Class S shall be required for the top slabs of direct traffic box culverts. Concrete for precast (formed) shall be Class H concrete with a minimum 28 day compressive strength of 5,000 psi. 1 -1 462 -- -003 4 -98 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1993 Specifications SPECIAL PROVISION TO ITEM 464 REINFORCED CONCRETE PIPE For this project, Item 464, "Reinforced Concrete Pipe ", of the Standard Specifications ", is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 464.2. Materials, Subarticle (2) Design. The third sentence of the first paragraph is voided and replaced by the following: Table C outlines the Class and D -load equivalents for ASTM C76. Article 464.2. Materials, Subarticle (2) Design, Table C is voided and replaced by the following: TABLE C ASTM C76 CIRCULAR PIPE Class D -Load 800 II 1000 III 1350 IV 2000 V 3000 1 -1 464 - - -003 9 -96 1993 Specifications SPECIAL PROVISION TO ITEM 466 HEADWALLS AND WINGWALLS For this project, Item 466, "Headwalls and Wingwalls ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 466.3. Materials. The second paragraph is voided and replaced by the following: Concrete for headwalls and wingwalls (that attach to cast -in -place and precast concrete units) shall be Class C. 1 -1 466 -- -001 4 -98 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1993 Specifications SPECIAL PROVISION TO ITEM 502 BARRICADES, SIGNS AND TRAFFIC HANDLING For this project, Item 502, "Barricades, Signs and Traffic Handling ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 502.2. Construction Methods The first paragraph is voided and replaced by the following: All barricades, signs and other types of devices listed above shall conform to the requirements of the plans, the Texas Manual on Uniform Traffic Control Devices (TMUTCD) and the Compliant Work Zone Traffic Control Devices (CWZTCD) list. In cases of disagreement between these documents, the CWZTCD list shall govern over plans, and the TMUTCD shall govern over both the CWZTCD list and plans. Article 502.4. Payment. Paragraphs "(1) ", "(2) ", "(4)" and "(6)" are voided and replaced by the following: (1) The total payment for this Item will not exceed 10 percent of the total contract amount prior to "Final Acceptance ". The portion of the contract amount for this Item in excess of 10 percent of the total contract amount, less any adjustments as specified below, will be paid on the next estimate cycle after the retainage estimate. (2) Payment for this Item will begin on the first payable estimate after barricades, signs and traffic handling devices have been installed in accordance with the TCP and construction has begun. (4) The quantity under this Item will not exceed the total plan quantity except when modified by change order. Also when work is suspended for the convenience of the Department, through no fault of the Contractor, additional quantity may be paid when approved by change order. (6) If the contract is completed prior to payment of the amount allowed by (1), (3) and (7), the balance due will be paid on the next estimate cycle after the retainage estimate. When the plans establish pay items for particular work called for in the TCP and /or plans, that work will be measured and paid for under the governing items. 1 -1 502 -- -018 12 -98 1993 Specifications SPECIAL PROVISION TO ITEM 520 WEIGHING AND MEASURING EQUIPMENT For this project, Item 520, "Weighing and Measuring Equipment ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 520.2. General Requirements. The third paragraph is voided and replaced by the following: The Contractor shall furnish sufficient weights to check the accuracy and sensitivity of the scales. All weights shall be checked and certified by the Texas Department of Agriculture, Weights and Measures Section. All scales shall be satisfactorily insulated against shock, vibrations or movement of other operating equipment in the plant. 1 -1 520 - - -001 12 -94 1993 Specifications SPECIAL PROVISION TO ITEM 526 MEMBRANE CURING For this project, Standard Specification Item 526, "Membrane Curing" is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 526.2. Materials is voided and replaced by the following: 526.2. Materials. The liquid membrane- forming curing compound shall comply with Departmental Materials Specification D -9 -8120, "Liquid Membrane- Forming Compounds for Curing Conrete ". Membrance cure used for non - structural or non - pavement applications in quantities less than 55 gallons shall meet ASTM C309 and shall be accepted by manufacturer certification that the material meets ASTM C309. Copies of Departmental Materials Specifications are available from the Texas Department of Transportation, 125 East llth Street, Austin, Texas 78701-2483. Sampling and testing of materials required to meet Departmental Materials Specification D -9 -8120, "Liquid Membrane- Forming Compounds for Curing Concrete" will be in accordance with the Department's Manual of Test Procedures. Artilce 526.3. Packaging, is voided and replaced by the following: 526.3. Packaging. The compound shall be delivered to the job only in the manufacturer's original sealed containers. The manufacturer shall legibly mark these with the brand name of the compound, the type of compound, and a batch number or symbol with which test samples may be correlated. All approved containers will be stamped with a Construction Division approval stamp and the month after which retesting is required. Article 526.5. Construction Methods. The third paragraph is supplemented by the following: Concrete pavement surface shall receive an additional application of curing compound. The second application should be applied within one (1) hour after the initial application has dried. It shall be applied uniformly at the rate of coverage recommended by the manufacturer and directed by the Engineer, but not less than one (1) gallon per 180 square feet of surface area. 1 -1 526 -- -003 4 -98 1993 Specifications SPECIAL PROVISION TO ITEM 540 METAL BEAM GUARD FENCE For this project, Item 540, "Metal Seam Guard Fence ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 540.2. Materials, Subarticle (1) Rail Elements. The following paragraph is added. (1) Rail Elements. All curved sections of guardrail shall be additionally permanently marked with: The radius of the curved section in the format "R = xx ft ". This marking shall be on the back of the guardrail (away from traffic) and be visible after erection of the guardrail installation. These curved sections shall be die imprinted with letters and numerals not exceeding one -half inch in height. Article 540.2. Materials, Subarticle (2) Posts. The first sentence is voided and replaced by the following: (2) Posts. The posts may be either round timber or rolled steel sections unless otherwise shown on the plans and shall meet one of the following requirements. Article 540.2. Materials, Subarticle (2) Posts, Section (a) Timber Posts. The first sentence is voided and replaced by the following: (a) Timber Posts. All timber posts shall conform to the American National Standards Institute Specifications and Dimensions for Wood Poles (ANSI) 05.1., except as modified herein. Article 540.2. Materials, Subarticle (2) Posts, Section (a) Timber Posts, Subsection Timber Spacers. The second sentence of the second paragraph is voided and replaced by the following: Knots are permitted, provided they are sound or firm, and are limited in cumulative width to no more than one -half the width of the face. 1 -2 540 - - -019 6 -00 Article 540.2. Materials, Subarticle (2) Posts, Section (a) Timber Posts, Subsection Treatment. The second sentence of the second paragraph is voided and not replaced. Article 540.3. Sampling and Testing. The second sentence of the second paragraph is voided and replaced by the following: When directed by the Engineer, coating weight may be determined in accordance with Test Method Tex - 708 -I. Article 540.6. Payment. The second sentence of the first paragraph is voided and replaced by the following: This price shall be full compensation for furnishing all materials, including necessary boring for preparation, for hauling and erection; for setting posts in concrete when required; for spacers where required and for all labor, tools, equipment and incidentals necessary to complete the work, including driving posts, excavating, backfilling and disposing of surplus materials. 2 -2 540 -- -019 6 -00 1993 Specifications SPECIAL PROVISION TO ITEM 556 PIPE UNDERDRAINS For this project, Item 556, "Pipe Underdrains ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this item are waived or changed hereby. Article 556.2. Materials, Subarticle (2) Filter Material, the second paragraph is voided and replaced by the following: The percent composition by weight of the filter material in place shall conform to the following gradings: PERCENT RETAINED ON SIEVE Sieve Size Type A Type B Type C Type D Type E Type F 1 -1/2" - - 0 -10 Shall conform to As shown 3/4" - 0 -10 20 -40 Item 302, on the 3/8" - 15 - 35 - - "Aggregates for plans No. 4 0 -10 35 -55 40 -60 0 -5 Surface Treatments" No. 8 0 -20 No. 16 15 -50 No. 30 40 -75 No. 50 70 -90 No. 100 90 -100 1 -1 556 -- -001 11 -93 1993 Specifications SPECIAL PROVISION TO ITEM 610 ROADWAY ILLUMINATION ASSEMBLIES For this project, Item 610, "Roadway Illumination Assemblies ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 610.2. General. The third paragraph is voided and replaced by the following: Roadway Illumination assemblies shall be fabricated in accordance with shop drawings approved by the department. The Contractor may either submit drawings for this project or may use pre- approved standard shop drawings. For submitted drawings, the Contractor shall furnish six (6) sets of shop drawings of the complete assembly in accordance with Item 441, "Steel Structures ", except that the drawings shall be submitted to the Engineer at the project address. For pre- approved drawings, the standard shop drawings shall have been previously submitted by a fabricator and approved by the Department. Such approved shop drawings will be shown on the plans by fabricator's name, drawing number and revision date. No other standard drawings will be allowed for this project except that the Engineer may approve, in writing, the use of updated drawings in cases where standard drawings have been updated and the updated version has been approved by the Department. Any deviation from pre- approved shop drawings will require resubmission of shop drawings of the complete assembly as described above. Any fabricator that wishes to have standard shop drawings pre- approved prior to contract letting by the Department, or wishing to modify or update previously approved standard shop drawings, may submit the proposed standard drawings to the Engineer. Prior to beginning fabrication, regardless of pre- approved shop drawings or submitted shop drawings, two (2) copies of the completed material identification form shall be furnished to the Engineer in accordance with Item 441, "Steel Structures ". 1 -1 610 - - -002 10 -95 1993 Specifications SPECIAL PROVISION TO ITEM 666 REFLECTORIZED PAVEMENT MARKINGS For this project, Item 666, "Reflectorized Pavement Markings ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 666.2. Materials, Subarticle (2) Type II Marking Materials is voided and replaced by the following: Type II markings are paint -type materials that are applied at ambient or slightly elevated temperatures. Type II marking materials shall conform to Departmental Materials Specifications D -9 -8200, "Traffic Paints" and D -9 -8290, "Glass Traffic Beads." For Type I (drop on glass beads only) and Type II markings the Departmental Materials Specifications D -9 -8290, "Glass Traffic Beads" dated August 1995, or later, requires a larger diameter glass bead as a part of the gradation requirements. Article 666.2. Materials, Subarticle (3) Source of Supply. The first paragraph is voided and replaced by the following: All Type I and Type II marking materials shall be purchased on the open market. Article 662.2. Materials, Subarticle (3) Source of Supply. The third, fourth and fifth paragraphs are voided and not replaced. Article 666.4. Construction Methods, Subarticle (3) Application of Type I Markings, is supplemented by the following: When shown in the plans or approved by the Engineer in writing, the Contractor shall use the following material instead of Type II marking material as a sealer for Type I markings: An acrylic sealer consisting of an acrylic resin at 20 percent by weight of solids applied at an application rate of 0.005 gallon per square foot applied a minimum of 30 minutes before the application of the Type I marking. Article 666.6. Measurement is supplemented by the following: Acrylic sealer, when used as a sealer for Type I markings, shall be measured and paid for at the unit price bid for Type II markings. 1 -1 666 - - -018 10 -96 PLANS, DETAILS AND NOTES PLANS The construction drawings covered by this Contract are under separate cover, but are considered as attached, and form a part of this Contract. 1993 Specifications SPECIAL PROVISION TO ITEM 672 RAISED PAVEMENT MARKERS For this project, Item 672, "Raised Pavement Markers ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 672.2. Materials. The second sentence of the last paragraph is voided and replaced by the following: Epoxy adhesive shall conform to the requirements of Special Specification, "Epoxy and Adhesives ". 1 -1 672 - - -012 1 -96 1993 Specifications SPECIAL PROVISION TO ITEM 686 TRAFFIC SIGNAL POLE ASSEMBLIES (STEEL) For this project, Item 686, "Traffic Signal Pole Assemblies (Steel) ", of the Standard Specifications, is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby. Article 686.4. Optional Pole Designs. The sixth paragraph is voided and replaced by the following: The maximum design yield strength for ASTM A572 or A595 materials shall be 50 ksi except that the maximum design yield strength for A595 material may be 55 ksi for pole shafts. Article 686.6. Materials. The third paragraph is supplemented by the following: This minimum yield strength, however, shall be 55 ksi when the maximum design yield strength of 55 ksi is used. 1 - 686 - - -001 4-98