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R2002-0109 07-08-02 RESOLUTION NO. R2002-109 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AWARDING A BID FOR CONSTRUCTION SERVICES ASSOCIATED WITH THE PEARLAND PARKWAY PROJECT. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS. Section 1 That the City opened bids for construction services associated with the Pearland Parkway project, and such bids have been reviewed and tabulated Section 2 That the City Council hereby awards the bid to Champagne-Weber, Inc., in the amount of$10,253,738 98 Section 3 The City Manager or his designee is hereby authorized to execute a contract with Champagne-Weber, Inc., for construction services associated with the Pearland Parkway project. PASSED,APPROVED and ADOPTED this the 8 day of July A.D , 2002 . ::===)2,40)11) 41- TOM REID MAYOR ATTEST 4:14,/ 11 NG L_/' Y SE 'ETARY APPROVED AS TO FORM 0,41AA-- /Lt. DARRIN M COKER CITY ATTORNEY A CENTURY OF SERVICE WALSH/FREESE•NICHOLS June 25, 2002 WFN 00-403 Mr Al Hague Project Manager City of Pearland 3519 Liberty Dnve Pearland,Texas 77581 Re Pearland Parkway Northbound Lanes Dear Al On June 20, 2002, six (6)bids were opened for the referenced project. Bids were checked and tabulated. The low bidder is Champagne-Webber, Inc.. with a total bid of $10,253,738 (base bid$10,187,682 08 and alternate bid $66,056 90) Enclosed are 10 (10) copies of the tabulation sheet. Champagne-Webber, Inc has experience in this type of project and Isla responsive and responsible contractor They are pre-qualified to construct TxDOT type projects which this project is similar too They also have experience working with the City on the McHard Road Overpass project. Therefore, we recommend award of referenced project to champagne-Webber, Inc. Texas, 114333 Chnsman Road, Houston, Texas 77039 (281) 987-8787 One copy of TxDOT's pre-qualification approval and other document is enclosed. We are looking forward to the successful implementation of this project. Please call me if I can be of service to you. Sincerely, Mehran(Ron) Bavarian, P.E. Associate Houston Area Manager Attachment: T:PRL00403Hague,itr Walsh/Freese and Nichols, Inc. ■ Engineers O Environmental Scientists I Architects 2010 East Broadway A Pearland,Texas O 77581-5502 281-485-2404 A Fax 281-485-4322 www freese.com 0G/25/2002 12 08 281-821-4914 CHAMPAGNE WEBBER INC PAGE 02/04 04. Texas Department of Transportation .i?sKi.r DEWITT C.GREER STATE HIGHWAY BLDG.•125 E.11TH STREET•AUSTIN,TEXAS 78701-2483•(512)463-8585 March 25, 2002 Champagne-Webber Inc., Texas 14333 Chrisman Road Houston, Texas 77039 Dear Contractor' Your statement of financial resources as of December 31, 2001, is satisfactory and qualifies you to bid on Texas Department of Transportation construction work through December 31, 2002. You will be permitted to have under contract with this Department not more than $296,320,000.00 worth of all classes of construction work. If we may be of further assistance, please contact us at 512-416-2540. Sincerely, Frank Huerta, III Prequalification and Proposal Issuance Manager Construction Division ;91 g 11 Utl mAR 2 9 2002 cHAhlpAGf4E-NEBBER INC TEXAS An Equal Opportunity Employer 06/25/2002 12 08 281-821-4914 CHAMPAGNE WEBBER INC PAGE 03/04 CHAMPAGNE-WEBBER INC., TEXAS CONTRACTORS CONSTRUCTION CONTRACTS FROM 200i TO CURRENT NO. PROJECT CONTRACT OWNER CONTACT - STATUS AMOUNT _ 1 HARRIS COUNTY BELTWAY 8 0,934 MILL. TXDOT ' AREA ENGINEER COMPLETED THIN BONDED OVERLAY 2 HARRIS COUNTY US 290 8.721 MILL. TXDOT AREA ENGINEER COMPLETED 3 CITY OF HOUSTON PROJ.#558A 21.319 MILL. CITY OF HOUSTON JOHN KAHL.P.E. UNDER CONSTRUCTION TAXIWAY'SD'BRIDGE 0 IAH 281-233-1941 4 CITY OF HOUSTON PROJ.#560 45288 MILL. CITY OF HOUSTON JOHN KAHL,P.E. UNDER CONSTRUCTION CARGO APRON G IAH 281-233-1941 5 TARRANT COUNTY IN 3D 15.577 MILL. TXDOT AREA ENGINEER UNDER CONSTRUCTION 6 TARRANT COUNTY BM 121 1.874 MILL. TXDOT AREA ENGINEER COMPLETED 7 CITY OF HOUSTON 2.085 MILL CITY OF HOUSTON HENRY HORELICA.P.E. COMPLETED RUNWAY 12R&4-22 INTERSECTION 0 HOBBY 713.3456631 8 DALLAS COUNTY SP 303 , 1.289 MILL. TXDOT AREA ENGINEER COMPLETED 9 DALLAS COUNTY IH 35 E 0.434 MILL. TXDOT AREA ENGINEER UNDER CONSTRUCTION 10 NAVARRO COUNTY SM 31 17.688 MILL. TXDOT AREA ENGINEER UNDER CONSTRUCTION 11 DALLAS COUNTY IN 20 0.587 MILL. TXDOT AREA ENGINEER COMPLETED 12 CITY OF HOUSTON PROJ.#522 E DRAINAGE FOR NORTH RUNWAY 0 IAH 14.489 MILL CITY OF HOSTON JOHN KAHL,P.E. UNDER CONSTRUCTION 281-233-1941 I3 HCTRA CONTRACT 115 9.824 MILL. HCTRA MIKE STRECH,P.E. UNDER CONSTRUCTION WEST PARK TOLL ROAD 281-875-1400 14 HCTRA CONTRACT 105 6,979 MILL. HCTRA MIKE STRECH,P.E. UNDER CONSTRUCTION WEST PARK TOLL ROAD ( 28 14 375-14 0 0 15 DALLAS COUNTY US 67 1.042 MILL. TXDOT AREA ENGINEER 16 HCTRA CONTRACT 104 7.431 MILL. HCTRA MIKE STRECH,P.E. UNDER CONSTRUCTION WEST PARK TOLL ROAD 281.875-1400 17 HCTRA CONTRACT 111 15.779 MILL. HCTRA MIKE STRECH,P.E. UNDER CONSTRUCTION WEST PARK TOLL ROAD 281.875-1400 18 CITY OF HOUSTON PROJ.#522D 11.658 MILL CITY OF HOUSTON JOHN KAHL,P.E. UNDER CONSTRUCTION RUNWAY 8I.25R AIRFIELD AND GRNDS.0 IAH 281-233.1941 19 TXDOT AVIATION 2.185 MILL. MONTGOMERY Cr( TOM DODSON.P.E. UNDER CONSTRUCTION MONTGOMERY COUNTY AIRPORT 713-2672870 20 HCTRA CONTRACT 302 1.539 MILL. HCTRA MIKE STRECH,P.E. UNDER CONSTRUCTION N.BOUND WIDENING AND ENT.BELT 8 281-375.1400 21 CITY OF HOUSTON PROIS S22H 46.468 MILL. CITY OF HOUSTON JOHN KAHL,P.E. UNDER CONSTRUCTION BL-26R NORTH RUNWAY AND TAXIWAY 0 IAN 281-233-1941 22 HARRIS COUNTY FM 1960 22.856 MILL "TXDOT DOUG STEPHENS,P.E. UNDER CONSTRUCTION 281-319.6400 23 CITY OF HOUSTON PROJ.$555 14.763 MILL. CITY OF HOUSTON JOHN KAHL,P.E. . START PENDING TERM.B AND C RAMP EXP.0 IAH 281-233-1941 - 06/2512002 1 14333 Chrisman Road 6 Houston,Texas 77039-1597 (281)987-8787 - FAX: (281) 449-8858 Equal Opportunity Employer 0G/25/2002 12 08 281-821-4914 CHAMPAGNE WEBBER INC PAGE 04/04 CHAMPAGNE-WEBBER INC.,TEXAS CONSTRUCTION CONTRACTS FROM 2001 TO CURRENT PROJECT CONTRACT OWNER CONTACTSTATUS AMOUNT 24 HCTRA CONTRACT 113 9A25 MILL HCTRA MIKE STRECH.P.E. UNDER CONSTRUCTION WEST PARK TOLL ROAD 281-B75-1400 25 CITY OF HOUSTON PROJ;9568 7169 MILL. CITY OF HOUSTON HENRY HORELICA.P.E. START PENDING AIRFIELD PVMT.REHAB.0 ELLINGTON AIRPORT 713-5454831 26 DENTON COUNTY IH 35E 3.232 MILL. TXDOT AREA ENGINEER UNDER CONSTRUCTION 27 HCTRA CONTRACT 110 3.866 MILL. HCTRA MIKE STRECH,P.E. UNDER CONSTRUCTION WEST PARK TOLL ROAD 2$1.By5-140D 26 HARRIS COUNTY BELT 5 1.670 MILL. TXDOT DOUG STEPHENS,P.E. START PENDING THIN BONDED OVERLAY 2e1.3t9-6400 29 CITY OF HOUSTON PROJ,I!522G 46.669 MILL. CITY OF HOUSTON JOHN KAHL,P.E. UNDER CONSTRUCTION CONNECTOR TAXEWAYS,BRIDGES.DRAINAGE 4D IAH 281-233-1941 30 CITY OF HOUSTON PROJ.6 549 18.858 MILL CITY OF HOUSTON JOHN KAHL,P.E. START PENDING REHAB OF TAXIWAYS SA AND Si)lig IAH 281.233-1941 31 FORT BEND COUNTY SH 6 1.654 MILL TXDOT AREA ENGINEER START PENDING 32 TARRANT COUNTY SH 360 0.550 MILL. TXDOT AREA ENGINEER START PENDING 06/25/2002 2 ALTERNATE BID - SIGNAGE & PAVEMENT MARKING ITEM NO. ITEM DESCRIPTION UNIT BID QUANTITY 25 Raised Pvm't Mrkr CI B (Refl) TY II -A A 26 Raised Pvm't Mrkr CI B (Refl) TY I-C 27 Eliminate Exist Pay. Mrk. & Mrkr.(4') 28 Eliminate Exist. Pay. Mrk. & Mrkr.(81 29 Eliminate Exist Pay. Mrk. & Mrkr.(12-) 30 Eliminate Exist Pay. Mrk. & Mrkr.(24') 31 Eliminate Exisl. Pay. Mrk. & Mrkr.(Arrow)) 32 Eliminate Exist Pay. Mrk. & Mrkr.(Word) 33 Pay. Surf. Prep. for Mrts. (Blast CleanX4') 34 Pay. Surf. Prep. for Mrks. (Blast CleanXB') 35 Pay. Surf. Prep. for Mrks. (Blast CleanXl2') 36 Pay. Surf. Prep. for Mrks. (Blast CleanX24') 37 Pay. Surf. Prep. for Mrks.(Blast Clean) (Word) 38 Pay. Surf. Prep. for Mrks.(Blast Clean) (Mow) EA EA LF LF LF LF EA EA LF LF LF LF EA EA 1,326.00 361.00 540.00 810.00 440.00 144.00 10.00 10.00 53,851.00 2,827.00 1,200.00 640.00 12.00 12.00 SUBTOTAL ALTERNATE BID BID SUMMARY SECTION"A" SECTION "B" SECTION "C" SECTION "D" SECTION "E" SECTION "F" TOTAL BASE BID ALTERNATE 81D - SIGNAGE & PAVEMENT MARKING 1 Champagne Webber Inc. UNIT PRICE AMOUNT $2.50 I $3.315.00 52.50 $902.50 $0.50 S270.00 51.00 $810.00 $2.00 $880.00 $3.00 S432.00 $20.00 $200.00 $20.00 $200.00 $0.15 $8,077.65 $0.20 $565.40 $0.75 $90D.00 5125 $800.00 S25,00 $300.00 S25.00 $300.00 $66,056.90 $5,119,531.33 $11.000.00 $3 934,711.50 $797,398.38 $225,040.87 $1001000.00 $10 187,682.08 $66,056.90 2 J.D. Abrams, L.P. UNIT PRICE AMOUNT $2.50 $3 315.00 $2.50 $902.50 $0.50 $270.00 $1.00 $810.00 $2.00 $880.00 $3.00 S432.00 $20.00 $200.00 $20.00 $200.00 $0.15 $8,077.65 $0.20 $565.40 • $0.75 $900.00 $1.25 $800.00 $25.00 $300.00 $25.00 $300.00 $66 056.90 $4,389,829,10 $121600.00 $5152,965.55 $853 359.00 $239,486.00 $100,000.00 $10,748,239.65 $66,056.90 3 Texas•Slerling Construction UNIT PRICE AMOUNT $3.00 $3,978.00 $3.00 $1,083.00 $0.50 $270.00 $1.00 5810.00] $1.50 3660.00I $3.00 $432.00 $15.00 $150.00 $15.00 $150.00 $0.15 $B4O77.65 $0.30 $848.10 $0.60 $720.00 $1.00 5640.00 $15.00 5180.00 $15.00 $180.00 S73.727.05 $51937,196.85 $2,400.00 $4,436,481.75 $1,158,468.35 $261,726.00 $100.000.00 $11,896,272,95 $73,727.05 4 Hassell Contractors Co., Inc. UNIT PRICE AMOUNT $3.70 S4 906.20 $3.70 $1 335.70 $0.50 $270.00 $1.10 $891.00 $1.70 $748.00 $3.40 $489.60 $17.00 $170.00 $17.00 $170.o0 $0.15 $8,077.65 $0.30 S848.10 $0.70 $840.00 $1.00 $640.00 $17.00 $204.00 $17.00 $204.00 $831281.75 $6 429,034.00 $34.000.00 $4.684,919.10 S841,864.79 $250 105.00 $100.000.00 $12,339,922.89 $83,281.75 5 W.T. Byler Co., LP UNIT PRICE AMOUNT $3 832.14 $2.89 $1 043.29 0.58 $31320 $1.15 $931.50 51 016.40 53.46 $498.24 $23.10 $231.00 $23.10 $231.00 $0.17 9154.67 30.23 $650.21 $0.87 $1 044.00 $1.44 $921.60 $28.87 $346.44 $28.87 $346.44 $75 880.75 $6,109,839.39 $13,532.34 $5,244,053.19 $954,669.81 S197,796.51 $100,000.00 $12,619,891.24 $75,880.75 6 Beyer Construction, LLP �. AMOUNT $2.67 531540.42 $2.67 $0.53 $286.20 S1.07 $866.70 $2.14 941.60 $462.24 $21.40 5214.00 $21.40 $214.00 $0.16 50.21 M $0.80 $960.00 $1.34 $857.60 $26.75 $321.00 526.75 $321.00 1111111111111111.1111111 70 438.98 $7,272,221.50 $20,900.00 $5,327,189.35 $974 263.78 $293,630.50 $100.000.00 $13,988,205.13 $70,438.98 ,,coe\\` t MEHRAN BAVARIAN i i'" '8811 • s. !sTSS.• 1,��= SECTION'F" - EXTRA WORK To be done where authorized by the Engineer and in quantifies authorized. Contractor shall provide unit prices ONLY for these items. ITEM NO. ITEM DESCRIPTION UNIT BID QUANTITY 1 2 3 4 Extra Labor (unskilled) Extra Labor (skilled) Extra Excavation (machine) Extra Concrete, all Classes with all Form work, Complete in Place 5 Extra Reinforcing Steel, all sizes, Complete In Place 6 Extra Cement Stabilized Sand Backfill 7 Flagman 8 Well Pointing 9 #14 control wire 10 #12 control wire 11 3/4' PVC pipe,fittings,trenching 12 1' PVC plpe,fittings,trenching 13 1.25' PVC plpe,fittings,trenching 14 1.5' PVC pipe,fittings,trenching 15 2' PVC pipe,fittings,trenching 16 2.5" PVC pipe,fittings,trenching 17 3" PVC pipe,fittings,trenching 18 Extra Ductile Iron Fittings Man Hr Man Hr CY CY LBS CY HR LF LF LF LF LF LF IF LF LF LF TN SUBTOTAL SECTION "F" ALTERNATE BID - SIGNAGE 8: PAVEMENT MARKING 1 ITEM NO. ITEM DESCRIPTION UNIT BID QUANTITY 1,Small Rdsd. sign Assembly (Ty A) EA 43.00 2 Small Rdsd. sign Assembly (Ty C) EA 1.00 3 Small Rdsd. sign Assembly (Ty D-4) EA 2.00 4 Small Rdsd. sign Assembly (Ty F) EA 2.00 5 Small Rdsd. sign Assembly (Rail Mounted) EA 1.00 6 Refl. Pay. Mrk. Ty I(WX4')(SId) LF 25,294.00 7 Refl. Pay. Mrk. Ty I(WX4')(Bkn) LF 60.00 8 Refl. Pav, Mrk. Ty I(WXB')(SId) LF 3,827.00 9 Refl. Pay. Mrk. Ty I(WX12-XSId) LF 1,180.00 10 Refl. Pay. Mrk. Ty t(W)(24"XSId) IF 195.00 11 Refl. Pay. Mrk. Ty I(YX4')(SId) LF 28,637.00 12 Refl. Pay. Mrk. Ty I(Y)(246XSId) LF 445.00 13 Refl. Pay. Mrk. Ty I(WXWord) EA 12.00 14 Refl. Pay. Mrk. Ty I(WXArrow) EA 12.00 15 Refl. Pay. Mrk. Ty II(WX4')(Sid) LF 25,779.00 16 Refl. Pay. Mrk. Ty II(WX4')(Bkn) LF 60.00 17 Refl. Pay. Mrk. Ty II(WXB')(Sid) LF 21827.00 18 Refl. Pay. Mrk. Ty II(WX12'XSId) LF ( 1,181.00 19 Refl. Pay. Mrk. Ty II(WX24')(SId) LF 195.00 20 Refl. Pay. Mrk. Ty II(YX4')(SId) LF 28,637.00 21 Refl. Pay. Mrk. Ty II(YX24')(Sld) LF 445.00 22 Object Marker ASM Type I (OM -1R) EA 2.00 23 Refl. Pay. Mrk. Ty 1I(WXWord) EA 12.0D 24 Refl. Pay. Mrk. Ty II(WXArrow) EA 12.00 1 Champagne Webber Inc. Champ gne Webber Inc. UNIT PRICE AMOUNT $265.00 $11,395.00 $490.00 $490.00 $410.00 $820.00 $350.00 $700.00 $720.00 $720.00 $0.20 $5 058.80 $0.40 $24.00 $0.45 $1,722.15 $2.30 $2,714.00 $4.80 $936.00 $0.20 $5,727.4 55.00 $2,225.0 $85.00 $1,020.00 $85.00 $1,020.00 $0.15 $3,866.85 $0.50 $30.00 $0.30 $849.10 $1.50 $1,771.50 $3.00 $585.00 $0.15 $4,295.55 $3.00 $1,335.00 $100.00 $200.00 $25.00 $300.00 $25.00 $300.00 $48,104.35 2 J.D. Abrams, L.P. UNIT PRICE AMOUNT 520.00 $25.00 $10.00 $100.00 $0.50 $50.00 $30.00 $25.00 $0.45 $0.50 $10.00 $12.00 $14.00 $17.00 S20.00 525.00 $30.00 $750.00 $100,000.00 2 J.D. Abrams, L.P. UNIT PRICE 1 AMOUNT $265.00I $11 395.00 $490.00 $490.00 $410.00 $820.00 $350.00 $700.00 $720.00 $720.00 $0.20 $5,058.80 $0.40 $24.00 $0.45 $1,722.15 $2.30 $2,714.00 $4.80 $936.00 $0.20 $5,727.40 $5.00 $2,225.00 $85.00 $1,020.00 $85.00 $1,020.00 $0.15 $3,866.85 $0.50 $30.00 $0.30 i $848.10 $1.50 $1,771.50 $3.00 $585.00 $0.15 $4,295.55 $3.00 $1,335.00 $100.00 $200.00 $25.00 $300.00 $25.00 $300.00 $48,104.35 3 Texas•Sterling Construction UNIT PRICE $14.00 $19.00 $26.00 $20.00 $80.00 $1.00 $1.00 $2.50 $2 500.00 AMOUNT $100,000.00 3 Texas -Sterling Construction UNIT PRICE AMOUNT _ $250.00 $10 750.00 $60000 $600.00 $400.00 $800.00 $350.60 $700.00 $2,000.00 $2,000.00 $0.30 $7,588.20 $0.30 $18.00 $0.60 $2,296.20 $3.00 $3,540.00 $6.00 $1,170.00 $0.30 $8,591.10 $6.00 $2,670.00 80.00 $960.00 $80.00 $960.00 $0.15 $3,866.85 $0.15 $9.00 $0.30 $848.10 $1.30 $1,535.30 $2.50 5487.50 $0.15 $4,295.55 $2.50 $1 112.50 $75.00 $150.00 525.00 $300.00 $25.00 $300.00 $55,548.30 4 Hassell Contractors Co., Inc. UNIT PRICE 317.00 $21.00 $200.00 530.00 $21.00 $21.00 $2.500.00 AMOUNT $100,000.00 4 Hassell Contractors Co., Inc. UNIT PRICE AMOUNT $300.00 $12 900.00 $700.00 $700.00 $460.00 $920.00 $400.00 $800.00 $2,600.00 $2,600.00 50.35 $8,852.90 $0,35 $21.00 $0.70 $2,678.90 $3.40 $4,012.00 56.80 $1,326.00 $0.35 $10,022.95 56.80 $3,026.00 $90.00 $1,080.00 $90.00 $1,080.00 $0.15 $3,866.85 50.15 $9.00 $0.35 $989.45 $1.40 $1,653.40 S2.90 $565.50 50.15 $4,295.55 52.80 $1,246.00 S85.00 $170.00 $28.00 $336.00 $28.00 $336.00 S63,487.50 5 W.T. Byler Co., LP 5 W.T. Byler Co., LP UNIT PRICE 2 AMOUNT $306.03 , $13 159.29 $565.83 $565.83 $473.44 1946.88 $404.16 S808.32 $831.42 6831.42 $0.23 , $5 817.62 $0.46 $27.60 $0.52 $1 990.04 $2.65 $3,127.00 $5.54 $1,080.30 SO 23 $6,586.51 $5.77 $2.567.65 $98.16 $1,177.92 $98.16 Si 177.92 $0.17 $4,382.43 $0.58 S34.80 $0.35 $989.45 $1.73 $2,043.13 $3.46 $674.70 $0.17 $4 868.29 $3.46 S1,539.70 $115.47 $230.94 $28.87 $346.44 $28.87 $346.44 $55,320.62 6 Beyer Construction, LLP $40.00 $40.00 $15.00 $575.00 $40.00 S4 000.00 AMOUNT $100,000.00 6 Beyer Constriction, LLP UNIT PRICE AMOUNT $285.00 $12 255.00 $525.00 $525.00 $440.00 $880.00 $375.00 S750.00 $770.00 $770,00 $0,21 S5 311.74 $0.43 $25.80 $0.48 $1 836.96 $2.46 $2,902.80 $5.14 $1,002.30 $0.21 $6,013.77 $5.35 $2,380.75 $90.95 51.091.40 $90.95 $1,091.40 $0.16 $4,124.64 50.54 $32.40 $0.32 $904.64 $1.60 $1,889.60 $321 S625.95 $0.16 $4,581.92 $3.21 $1,428.45 $107.00 $214.00 $26.75 $321.00 $26.75 $321.00 $51,280.52 1 SECTION "E" • LANDSCAPE & IRRIGATION Champagne Webber Inc. ITEM NO. ITEM DESCRIPTION UNIT BID QUANTITY 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 Quercus macrocarpa, 65 gallon Quercus shumardii,65 gallon Quercus virginiana,65 gallon Taxodium distichum, 65 gallon Taxodium mucronatum, 65gallon Ulmus crassifolla, 65 gallon Electric meter pylon complete Electrical conduit & wire from source to pylon Electrical conduit & wire from pylon to controller 2' Water meter Rain Bird rotary T40 w/ nozzle Rain Bird spray 1804 w/nozzle 1.5' Rain Bird 150-PEB elec valve with valve box 2' Rain Bird 200-PEB elec valve with valve box (incl. master valves) Initrol E2002latching solenoid with adapter for Rain Bird PEB series valves 2* Pressure vacuum breaker 2' Bronze gate valve @ meter with valve box 2.5- Bronze gate valve with valve box 3" Bronze gate valve with valve box 3/4' hose bibb w/ valve box 10' plastic valve box for wire stubs Rain Bird ESP-8LX+ controller with pedestal Rain Bird ESP-12LX+ controller with pedestal Rain Bird ESP-24LX+controller with pedestal Rain Bird # 621970 Ice Cube Relay !nitro! IBOC-12Plus controller with pedestal Rain Bird RSD•BEx rain sensor mtd In 4' PVC pipe 4' Bore & set PVC sleeve 6' Bore & set PVC sleeve #14 control wire 3/4' PVC pipe,Ottings,trenching 1' PVC plpe,fittings,trenching 1.25' PVC plpe,fittings,trenching 1.5' PVC pipe,fittings,trenching 2" PVC plpe,fittings,trenching 2.5" PVC pipe,fittings.trenching 3' PVC pipefittings,trenching EA EA EA EA EA EA EA LS LS EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA EA. EA EA LF LF LS LS LS LS LS LS LS LS 37.00 31.00 85.00 24.00 22.00 57.00 2.00 1.00 1.00 3.00 388.00 1,298.00 4.00 87.00 41.00 6.00 3.00 9.00 3.00 31.00 37.00 2.00 1.00 3.00 4.00 7.00 6.00 35.00 65.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SUBTOTAL SECTION "E" UNIT PRICE AMOUNT $471.00 $17 427.00 $471.00 $14,601.00 $471.00 $40,035.00 3471.00 $11,304.00 $471.00 $10,362.00 $471.00 $26,847.00 $2,000.00 54,000.00 $2,000.00 $2.000.00 $1,500.00 $1,500.00 $350.00 $1,050.00 $14.91 $5,785.08 $5.45 $7,074.10 $95.05 $380.20 $175.20 $15,242.40 $55.10 $2,259.10 $200.00 $1,200.00 $42.21 $126.63 548.26 $434.34 $57.11 $171.33 $30.88 $957.28 58.57 $317.09 $280.00 $560.00 $344.00 $344.00 $460.00 $1,380.00 $68.68 $274.72 5922.00 $6,454.00 $31.60 $189.60 $12.00 $420.00 $23.00 $1,495.00 56,400.00 $6,400.00 $9,024.00 $9,024.00 $6,030.00 $6,030.00 $3,700.00 $3.700.00 $3,950.00 $3,950.00 $1,840.00 $1,840.00 $1,210.00 $1,210.00 $18,696.00 $18,696.00 $225,040.87 2 J.D. Abrams, L.P. UNIT PRICE I AMOUNT $400.00 $14 800.00 $400.00 $12,400.00 $400.00 $34,000.00 $400.00 $9,600.00 $400.00 $8,800.00 $400.00 $22,800.00 $1.800.00 $3,600.00 $1,200.00 $1,200.00 $800.00 $800.00 $2 800.00 $8,400.00 $16.00 $6,208.00 $4.00 $5,192.00 S85.00 $340.00 5135.00 $11,745.00 $32.00 $1,312.00 $385.00 $2,310.00 $40.00 $120.00 555.00 I 5495.00 $85.00 $255.00 $21.00 $651.00 $9.00 $333.00 $460.00 $920.00 $510.00 $510.00 $650.00 $1,950.00 $40.00 $160.00 $1,050.00 $7,350.00 $35.00 $210.00 $15.00 $525.00 $20.00 $1,300.00 $15,000.00 $15,000.00 $11,500.00 $11,500.00 $11,500.00 $11,500.00 $11 500.00 $11,500.00 $11.500.00 $11,500.00 $4,200.00 $4,200.00 $2,000.00 $2,000.00 $14,000.00 $14,000.00 5239,486.00 3 Texas•Sterling Construction PRICE UNIT AMOUNT $450.00 $16,650.00 $450.00 $13,950.00 $450.00 $38,250.00 $450.00 $10,800.00 5450.00 $9,900.00 S450.00 $25,650.00 $1,000.00 $2,000.00 $1.000.00 $1,000.00 S300.00 $300.00 $2,000.00 $6,000.00 $29.00 $11.252.00 $16.00 $20,768.00 $110.00 $440.00 5150.00 $13,050.00 $26.00 $1,066.00 $400.00 52,400.00 $55.00 $165.00 510.00 $630.00 585.00 $255.00 $50.00 $1,550.00 520.00 $740.00 5650.00 $1,700.00 58E0.00 $850.00 $1.000.00 $3,000.00 $50.00 $200.000 $1,600.00 71 $11.200.00 $350.00 $2,100.00 511.00 $385.00 $15.00 $975.00 58.500.00 $8,500.00 $8.000.00 $8,000.00, $3.000.00 58,000.00 $8.000.00 $8,000.00 $8,000.00 $8 000.00 $8.000.00 $8.000.00 $8,000.00 58,000.00 $8.000.00 $8,000.00 $261,726.00 4 Hassell Contractors Co., Inc. UNIT PRICE AMOUNT $450.00 $16 650.00 $440.00 $13,640.00 $36.550.00 $430.00 $390.00 $9,360.00 $9,020.00 $410.00 $375.00 $21,375.00 $31200.00 $900.00 $1.600.00 $900.00 $700.00 $700.00 $530.00 $1 590.00 $23.00 $8,924.00 $13.00 $16,874.00 $110.00 $440.00 $130.00 $11,310.00 $2 952.00 $72.00 $640.00 $3,840.00 $50.00 $150.00 $70.00 $630.00 $75.00 S225.00 $44.00 $1,364.00 517.00 $629.00 $1,220.00 $2,440.00 $1.300.00 51,300.00 $1,600.00 $4,800.00 $68.00 5272.00 $1,350.00 59,450.00 51.020.00 $170.00 $15.00 $525.00 $15.00 $975.00 $14,000.00 $14,000.00 $9,800.00 $9,800.00 $2,800.00 $2,800.00 $5,400.00 $5,400.00 $2,000.00 $2,000.00 $7.200.00 $7,200.00 $1,800.00 $1.800.00 $26.000.00 $26,000.00 5250,105.00 5 W.T. Byler Co., LP AMOUNT UNIT PRICE (� I $332.92 $12 318.04 $332.92 $10,320.52 $28,298.20 $7,990.08 $332.92 $332.92 $332.92 $7,324.24 $332.92 $18.976.44 $1,938.95 $3.877.90 $1,289.14 $1,289.14 $890.87 $890.87 $1.995.38 $5,986.14 $15.63 $6,064.44 $5,71 $7411.58 $398.48 $99.62 $183.62 $15,974.94 $57.75 $23E7,75 $209.62 $1,257.72 $44.24 $132.72 $50.58 $455.22 $59.86 $179.58 $32.36 $1,003.16 $8.98 $332.26 $293.46 $586.92 $360.54 $360.54 5482.12 $1,446.36 $71.98 $287.92 $966.33 $6,764.31 $33.12 $198.72 $12.58 $440.30 524.11 $1 567.15 $6,707.71 $6,707.71 $9,457.88 $9,457.88 $6,319.92 $6,319.92 53 877.90 $3,877.90 $4,139.92 $4,139.92 $1,928.47 51 928.47 $1.268.18 $1268.18 519,594.89 $19,594.89 $197,796.51 6 Beyer Construction, LLP UNIT PRICE AMOUNT $450.00 $16 650.00 $450.00 $13950.00 $450.00 $38,250.00 5450.00 S10 800.00 $450.00 $9,900.00 $450.00 $25,650.00 $1,100.00 $2,200.00 $214.00 $214.00 5214.00 $214.00 $2,300.00 $6 900.00 $31.00 $12,028.00 $17.00 $22 066.00 $115.00 S460.00 $145.00 $12,615.00 $30.00 $1.230.00 $400.00 $2.400.00 $57.00 $171.00 $75.00 $675.00 $90.00 5270.00 $60.00 $1,860.00 $23.00 $851.00 $900.00 S1 800.00 $900.00 5900.00 $1,100.00 $3,300.00 $51.00 $204.00 S1675.00 511 72500 $350.00 $2,100.00 $12.00 5420.00 $15.50 $1,007.50 $23,600.00 523.600.00 $13,500.00 $13,500.00 $11200.00 - $111200.00 S1 120.00 $1 120.00 $2 350.00 $2 350.00 59.650.00 59 650.00 $2,400.00 $2,400.00 $29,000.00 $29,000.00 $293,630.50 SECTION "C" - DRAINAGE ITEM NO, ITEM DESCRIPTION UNIT QUANTITY BID 22 Cuiv Hdwi 12'x10' EA 1.00 23 Inlet (complXTy C) EA 24.00 24 Inlet (Stage lXTy C) EA 23.00 25 Inlet Extension(Ty C) EA 7.00 26 Inlet (complXTy AD) EA 52.00 27 Inlet (compIXTy MD) EA 12.00 27 Inlet (complXTy E) EA 22.00 28 Manhole (complXTy A) EA 18.00 29 Junction Box w/ Manhole EA 5.00 30 Safety End Treatment (Ty IIX18')(4:1) EA 30.00 31 Safety End Treatment (Ty IIX18')(6:1) EA 4,00 32 Temp Sed Cont Fence IF 22,180.00 33 Temp Sed Cont Fence(Rem & Repl) IF 9,705.00 34 Temp Sed Cont Fence(Remove) LF 22,180.00 35 Rock Filter Dam (TY 2) LF 240.00 36 Rock Filter Dam (TY 2XRem & Repl) LF 480.00 37 Rock Filter Dam (TY 2XRemove) LF 240.03 38 Construc0on Exit Type 1 SY 210.00 39 Safety End Treatment (Ty IIX24-X6:1) EA 2.00 40 Safety End Treatment (Ty IIX361(4:1) EA 1,00 SUBTOTAL SECTION "C" Addendum No. 2 SECTION "D"- BRIDGE ITEM DESCRIPTION 1 Drilled Shaft (181 2 Drilled Shaft (36') 3 Class "C" Concrete Abutment 4 5 6 7 8 9 10 11 12 Class "C" Concrete Bent Reinf. Conc. Slab Prestressed Concrete Beam (Ty IV) Concrete Surface Treatment Traffic Rail Type T501 Combination Rail Type C502 Pedestrian Rail Type PR1 Sealed Expansion Joint (4') 3' Welded steel water pipe attached to the bridge including support brackets, 2 flexible couplings, coating, steel-pvc pipe adaptors, fittings, etc. 134" Welded steel street light conduit attached to the bridge including support brackets SUBTOTAL SECTION "D" UNIT LE LF CY CY SF LF SY IF LF LF LF LS LS BID QUANTITY 60.00 1,233.00 45.40 171.60 24,500.00 3,488.33 2,723.00 734.00 700.00 700.00 132.40 1.00 1.00 1 Champagne Webber Inc. UNIT PRICE AMOUNT $17,000.00 $117,300.00 $17,000.00 $4,887.50 $1,800.00 $41,400.00 $1,200.00 $8,400.00 51,500.00 $78,000.00 $2,000.00 $24,000.00 53,000.00 $66,000.00 $1 000.00 $18,000.00 $1,500.00 $7,500.00 $750.00 522,500.00 5750.00 $3,000.00 52.00 $44,360.00 $2.10 $20,380.50 $1.15 $25,507.00 $35.00 $8,400.00 535.00 $16,800.00 $6.00 $1,440.00 $14.51 $3,047.10 $800.00 $1,600.00 51,600.00 $1,600.00 $3,934,711.50 1 Champagne Webber Inc. UNIT PRICE AMOUNT $40.00 $2,400.00 $125.00 $154,125.00 $375.00'.. $17,025.00 $450.00 $77,220.00 58.00 $196.000.00 $66.00I 1 $230,229.78 51.00) 1 $2,723.00 $25.00 $18,350.00 550.00 $35,000.00 $55.00 $38,500.00 $44.00 $5,825.60 510.000.00 310,000.00 $10,000.00 $10,000.00 $797,398.38 ' 2 J.D. Abrams, L.P. UNIT PRICE AMOUNT $10 000.00 $10 000.00 $3,000.00 $72.000.00 $2,000.00 $46,000.00 $600.00 $4,200.00 $2 000.00 $104,000.00 $3 000.00 $36,000.00 $3,500.00 $77.000.00 $3,500.00 $63,000.00 $12,000.00 $60.000.00 $500.00 $15,000.00 $600.00 $2,400.00 $2.50 $55,450.00 $1.75 $16.983.75 $0.50 511,090.00 $20.00 $4,800.00 $22.00 $10.560.00 $10.00 $2.400.00 $15.00 $3,150.00 $650.00 $1.300.00 $850.00 $B50.00 $5,152,965.55 2 J.D. Abrams, L.P. PRICE UNIT I AMOUNT Ir $40.00 $2 400.00 $120.00 $147,960.00 $600.00' $27,240.00 $600.00 $102,960.00 $8.40 ! $205,800.00 $60.00 $209,299.80 $0.40 $1,089.20 $20.00 $14,680.00 $35.00 $24,500.00 575.00 $52.500.00 $75.00 $9,930.00 325,000.00 $25,000.00 $30,000.00 S30,000.00 1 $853,359.00 3 Texas -Sterling Construction UNIT PRICE AMOUNT $30,000.00 $30,000.00 $2,200.00 $52,800.00 $1,200.00 $27 600.00 $300.00 $2 100.00 $1,300.00 $67,600.00 $2,300.00 $27 600.00 $2,300.00 50 600.00 $2,100.00 $37 800.00 $1,600.00 $8,000.00 $500.00 $15,000.00 $500.00 $2 000.00 $1.00 $22,180.00 {0.75 57 278.75 $0.25 $5,545.00 $45.00 $10,800.00 $21.00 $10080.00 $5.00 $1,200.00 $21.00 $4 410.00 5750.00 $1500.00 5800.00 $800.00 $4,436,481.75 3 Texas -Sterling Construction UNIT PRICE AMOUNT $50.00 $3,000.00 $110.00 135,630.00 $750.00, $34,050.00 $1,500.00 $257 400.00 $13.00 $318,500.00 $65.00 5226 741.45 $0.30 $816.90 $25.00 $18,350.00 550.00 $35,000.00 $75.00 $52 500.00 $200.00 $26 480.00 $25,000.00 $25,000.00 S25,000.00 $25 000.00 $1,158,468.35 4 Hassell Contractors Co., Inc. UNIT PRICE AMOUNT $17,000.00 $17 000.00 $1,700.00 $40,800.00 $800.00 $18,400.00 $200.00 $1,400.00 $1,700.00 $88,400.00 $2,800.00 $33,600.00 $1,900.00 $41,800.00 $1,800.00 $32,400.00 $1,000.00 $5,000.00 $700.00 S21,000.00 $33,270.00 $3,000.00 $750.00 $1.50 $2.00 $19,410.00 51.00 $22,180.00 52,880.00 $12.00 510.00 $4,800.00 $6.00 $1 440.00 $16.00 53,360.00 $800.00 51,600.00 $900.00 $900.00 $4,684,919.10 4 Hassell Contractors Co., Inc. UNIT PRICE AMOUNT $50.00 S3 000.00 $145.00 5178,785.00 $525,00 $23,835.00 $425.00 572,930.00 $9.00 5220,500.00 $63.00 $219,764.79 $2.00 $5,446.00 $24.00 $17,616.00 $44.00 $30,800.00 $49.00 $34,300.00 $120.00 $15,888.00 $9,000.00 $9,000.00 $10,000.00 $10,000.00 $841,864.79 5 W.T. Byler Co., LP UNIT PRICE AMOUNT $34 115.01 $34,115.01 $2,835.06 568.041.44 $1528.10y $35146.30 $1,572.12 $11,004.84 $1 670.64 586,873.28 $3,038.38I $36,460.56 $2,620.20 $57,644.40 $2,620.20 $47,163.60 $28,832.69 $144.163.45 $560.72 $16,821.60 52,242.88 $560.72 52.45 $54,341.00 $29,406.15 $3.03 SO.45 $9 981.00 $113.16 S27.158.40 $49.88 -$23.942.40 $5.54 51,329.60 $9.70 $2,037.00 q1 I $786.06 $1,572.12 $1,967.25 $1,967.25 $5,244 053.19 5 W.T. Byler Co., LP PRICE UNIT I AMOUNT $52.40 $3 144.00 $183.41 $226.144.53 $419.23 $19,033.04 $419.23 $71.939.87 $8.65 $211 925.00 $78.61 $274.217.62 $0.52 $1,415.96 $26.20 $19,230.80 $36.68 $25,676.00 $41.92 $29,344.00 $73.37 59,714.19 $31,442.40 $31,442.40 $31 442.40 $31442.40 $954,669.81 n 6 Beyer Construction, LLP UNIT PRICE AMOUNT 534,900.00 1 $34 900.00 $2,900.00 $69,600.00 $1,560.00 $35.880.00 51,600.00 $11,200.00 51 700.00 $88,400,00 $37 200.00 $3,100.00 $2 675.00 $58,850.00 $2,675.00 $48,150.00 $29,500.00 $147 500.00 5575.00 $17,250.00 $575.00 $2,300.00 $1.60 $35,488.00 $1.85 $17,954.25 $0.21 $4 657.80 $138.00 $33,120.00 $103.50 - $49,680.00 $63.25 S15,180.00 $16.35 $3,433.50 $802.50 51 605.00 $2,000.00 $2.000.00 $5.327,189.35 6 Beyer Construction, LLP UNIT PRICE 1 AMOUNT y $42.80 $2,568.00 $128.40 $158,317.20 $551.05 $25,017.57 $561.75 $96,396.30 1 $9.65 $236,425.00 $82.50 $287,787.23 $1.10 $2,995.30 $28.00 $20,552.00 $52.00 $36,400.00 $48.15 $33,705.00 $64.20 $8 500.08 $32,100.00 $32,100.00 $33,500.00 $33,500.00 $974,263.78 SECTION "B"- BELTWAY 8 SIGNAGE ITEM N0. ITEM DESCRIPTION UNIT 1 QUANTITY BID 1 2 Large Roadside Sign Fabricate & Install new overhead sign panels EA EA 2,00 2.00 SUBTOTAL SECTION "B" SECTION "C" - DRAINAGE ITEM NO. ITEM DESCRIPTION UNIT QUANTITY BID 1 Sewer Excavation CY 60,969.00 2 Cement Stabilized Backfill CY 14,706.00 3 Trench Excavation Protection LF 13,313.00 4 Reinf. Conc. Pipe(C) IiiX18') LF 1,619.00 5 Reinf. Conc. Pipe(CI IIIX24") LF 2,136.00 6 Reinf. Conc. Pipe(CI IIIX30.) LF 1,174.00 7 Reinf. Conc. Pipe(CI IIIX36") LF 2,049.00 8 Reinf. Conc. Pipe(CI IIIX42) LF 1,952.00 9 Reinf. Conc. Pipe(CI IIIX481 LF 790.00 10 Reinf. Conc. Pipe(CI IIIX54') LF 1,116.00 11 Reinf. Conc. Box Culvert(4'x 4') LF 1,035.00 12 Reinf. Conc. Box Culvert(5'x 3') LF 130.00 13 Reinf. Conc. Box Culvert(6'x 5') LF 1,5.05.00 14 Reint. Conc. Box Cuivert(6'x 6') LF 660.00 15 Reinf. Conc. Box Culven(8'x 8') LF 381.00 16 Reinf. Conc. Box Culvert(8'x 10') LF 504.00 17 Reinf. Conc. Box Culvert(10'x 10') LF 1,215.00 18 Reinf. Conc. Box Culvert(12'x 10') LF 1,712.03 19 Culy Hdwl 3-8'x8' EA P.00 20 Cuiv Hdwl 4.8'x10' EA 2.00 21 Culy Hdwl 3-10'x10' EA 2.00 Addendum No. 2 1 Champagne Webber Inc. UNIT PRICE I AMOUNT $2,500.00 $5 000.00 $3,000.00 $6,000.00 $11,000.00 Champ gne Webber Inc. PRICE UNIT $1.10 367 065.90 S20.00 5294,120.00 51.00 $13,313.00 524.00 $38.856.00 $42.00 $89,712.00 $46,960.00 $122,940.00 $40.00 560.00 $75.00 $146,400.00 585.00 $67,150.00 $111,600.00 $100.00 $120.00 $124,200.00 $21,450.00 $165.00 $180.00 $270,900.00 $210.00 $138,600.00 $300.00 $114,300.00 $415.00 $209,160.00 5410.00 $498,150.00 $550.00 $941,600.00 $12,000.00 $6,000.00 $15,000.00 $30,000.00 $25,000.00 $50,000.00 $3,4081476.90 2 J.D. Ab ams, L.P. UNIT PRICE a AMOUNT $2,700.00 55 403.00 $3,600.00 $7 200.00 • $12,600.00 2 J.D. Abrams, L.P. UNIT PRICE AMOUNT $2.20 $134 131.80 $24.00 $352,944.00 $26,626.00 $64,760.00 52.00 $40.00 $50.00 S106,800.00 $82,180.00 $163,920.00 $70.00 $80.00 $100.00 $195,200.00 $120.00 $94,800.00 $150.00 $167,400.00 $165,600.00 $160.00 $260.00 $33,800.00 $406,350.00 $184,800.00 $270.00 $280.00 $420.00 $160,020.00 $226,800.00 $668,250.00 3450.00 $550.00 $700.00 $1,198.400.00 $10,000.00 $20,000.00 $60,000.00 $30,000.00 $22,000.00 S44,000.00 $4,556,781.80 3 Texas -Sterling Construction UNIT PRICE AMOUNT 300.00 $600.00 $900.00 $1 800.00 2 400.00 3 Texas -Sterling Construction UNIT PRICE AMOUNT 53.00 5182.907.00 $21.00 $308,826.00 $1.00 $13,313.00 $30.00 $48,570.00 $35.00 $74,760.00 $40.00 $56,352.00 $55.00 5112,695.00 $80.00 $156 160.00 $90.00 $71,100.00 $100.00 $111,600.00 $125.00 $129,375.00 $26,000.00 $200.00 $200.00 5301,000.00 $275.00 $181,500.00 $360.00 $137,160.00 $380.00 $191,520.00 $530.00 $643,950.00 $650.00 $1,112,800.00 $32,000.00 $16,000.00 $35,000.00 $70,000.00 $45,000.00 $90,000.00 $4,051,588.00 4 Hassell Contractors Co., Inc. UNIT PRICE AMOUNT $12,000.00 $24 000.00 $5,000.00' $10,000.00 $34,000.00 4 Hassell Contractors Co., Inc. UNIT PRICE AMOUNT $4.50 $274,360.50 $30.00 $441,1130.00 $0.20 $2,662.60 $31.00 $50 189.00 $35.® S74 760.00 $46.00 $54,004.00 $67.00 $137,283.00 $80.00 $156 160.00 $116.00 $91 640.00 $140.00 $156,240.00 $136.00 $140,760.00 $165.00 $21,450.00 $220.00 $331,100.00 $240.00, $158 400.00 $350.00 $133,350.00 S465.00 5234,360.00 $500.00 $607,500.00 $615.00 $1,052,880.00 $12,000.00 524 000.00 545,000.00 S90,000.00 $30,000.00 $60,000.00 $4,292,279.10 5 W.T. Byler Co., LP AMOUNT _ 52 993.08 $5 986.16 $3 773.09 $7 546.18 13 532.34 5 W.T. Byler Co., LP UNIT PRICE AMOUNT $6.06 $369,472.14 S17.97 $264266.82 52.62 $34,880.06 $40.72 S65,925.68 $49.36 $105.432.96 $60.26 $70,745.24 573.84 S151.298.16 $91.81 $179 213.12 $107.11 $84,616.90 5123.72 $138.071.52 $143.27 $148 284.45 $165.28 $21,486.40 $217 32 $327,066.60 $244.88 $1611620.80 $385.86 $147,012.66 $483.85 $243.860.40 S527.86 $641,349.90 S678.15 $1,160 992.80 S30,813.56 $61.627.12 S52,273.00 3101,546.00 $35,435.59 S70,871.18 $4.552,640.91 6 Beyer Construction, LLP UNIT PRICE l AMOUNT $4 700.00 59 400.00 $5,750.00 $11,500.00 6 Beyer Construction, LLP UNIT PRICE AMOUNT $6.20 $378,007.80 $18.35 $269,855.10 $35,945.10 $2.70' $41.20 $66,702.80 $50.00 $106,800.00 $61.001 $71,614.00 $153,675.00 $75.00 $93.00 $181,536.00 $110.00 $86,900.00 $139,500.00 $125.00 $145.00 $150,075.00 $21,710.00 $167.00 $220.00 $331,100.00 $250.00 $165,000.00 S390.00 $148,590.00 $490.00 $246,960.00 5643,950.00 $530.00 $685.00 $1,172,720.00 $63 000.00 $31 500.00 $53,400.00 $106,800.00 $36 200.00 $72,400.00 $4,612,840.80 BID TABULATION CITY OF PEARLAND PEARLAAND PARKWAY 2700' NORTH OF FM 518 TO BELTWAY 8 (NORTHBOUND LANES) OID B 2001.060 Olds Opened: 06-20-02 Prepared By: Walsh/Freese & Nichols WFN No. 00-403 SECTION "A" • ROADWAY ITEM NO.q ITEM DESCRIPTION UNIT BID QUANTITY 1 Mobilization 2 3 4 5 6 7 8 10 11 12 13 14 15 16 17 8 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 Right-of•way Preparation Rem. Stab. Base &./or Asph. Pay. (CI 2) (6') Excavation Excavation (Channel) Embankment(Dens. Cont.) • Fumish & Place Top Soil (CI 2X4') Block Sodding Cell. Fiber Seed Fertilizer Vegetative Watering Flex. Base, Complete In Place (Ty A) (Gr 2XCI 5X12') Lime Treatment Subgr.(Dens. Cont.X121 Lime (Ty A) Hot -Mix Asphaltic Concrete (Ty D) Concrete Pavement (Jointed Reinf.X9') (Slipfonn Paver only) 6' Conc Paved Driveway w/ 6' curb Mono. Curb (6') Retaining Wall (MSEXExp Aggr) Welland Overflow Structure Riprap (ConcXCI BXSIope Paving) Conc Rip•Rap (FlumeXCast-in-Place) Conc Rip -Rap (Mowing StripXCast-in•Place) Conc Rip -Rap (ArticulatedXPre-cast) Adjust San Swr Manhole Remove Barb Wire Fence Wide Flange Terminal Anchorage including conc, reinf.,wide flange beam and cem trtd base. 12' PVC SDR 26 (ASTM D2241) Force Main 12- PVC SDR 26 (ASTM D2241)Force Main In Bore Hole 12' PVC SDR 26 (ASTM D2241)Force Main In 20* -1/4' Thk. Steel Casing 12' - 11-1/4 Bend (MJ) 12' - 45 Bend (MJ) Cut & Tie Into existing 12' San Swr FM Wire Fence (Ty A) Gate (Type 1) Banicades, Signs, & Traffic Handling Combination Rail Type C501 Concrete Sidewalk 4' Steel Electrical Conduit LS AC SY CY CY CY SY SY AC TN MG SY SY TN TN SY SY LF SF LF CY LF LF SF EA LF LS LF LF LF EA EA EA LF EA MO LF SY LF 1.00 42.00 686.00 7,402.00 266,744.00 112,104.00 76,397.00 76,397.00 25.00 45.00 1,284.00 968.00 45,932.00 1,227.00 135.50 38,937.00 185.00 24,775.00 22,765.00 1,679.00 82.00 2,337.00 2,297.00 7,862.00 2.00 2,636.00 1.00 1,427.00 87.00 48.00 1.00 6.00 2.00 15,338.00 2.00 12.00 1,620.00 541.00 12,750.00 SUBTOTAL SECTION "A" • See Special Condition in Notice to Bidders 1 Champagne Webber Inc. UNIT PRICE AMOUNT $1,000 000.00 $1,000 000.00 $10 000.00 '.420 000.00 MIS ® MIRE$532 28 372.00 $28 497.70 $532494.00 494.00 $0.50 $38 198.50 $1.84 $140570.48 $900.00 522 500.00 $10.00 5450.00 $15.00. $19,260.00 14,520.00 $80 38181.00 $91.00 $111657.00 isp$100.00 $30.00 $13 550.00 apoi : $5 550.00 $2.00 549 550.00 $20.80 $473 512.00 $26.00 $43,654.00 $150.00 $12 300.00 $8.00 $18,696.00 8.00 $18 376.00 S4.00 $31 448.00 $800.00 $1,600.00 2.00 $5,272.00 S17 500.00 $17,500.00 $22.00 $31 394.00 $165.00 $14355.00 $50.00 $2 400.00 $1,000.00 1,000.00 $1,000.00 $6 000.00 $4,50.50 $34,510.50 $2.000.00 $4 000.00 $700.00 $8,400.00 $45.00 $72 900.00 $22.00 $11,902.00 $12.00 $153,000.00 $5 119,531.33 J.D. Abrams, L.P. UNIT PRICE $600.000.00 $600 000.00 33 000.00 5126,000.00 5.00 $3 430.00 $4.00 $29 608.00 $3.20 $R53 580.80 56.00 $672624.00 $0.50 538,198.50 $2.20 $168073.40 $1 800.00 $45 000.00 $500.00 $22 500.00 $10.00 $12 840.00 $15.00 $14 520.00 $2.20 $101 050.40 $82.00 $100,614.00 $75.00 510,162.50 $10.00 $389,370.00 $20.00 $3 700.00 $1.70 S42 117.50 $21.00 $478065.00 50.00 $83,950.00 $200.00 $16 400.00 $8.00 $18 696.00 $6.00 $13,782.00 $15.00 5117,930.00 51 500.00 53,000.00 $1.00 $2,636.00 25 000.00 $25000.00 $20.00 528 540.00 $150.00 $13,050.00 $100.00 $4 800.00 $250.00 $250.00 $250.00 $1,500.00 $1,200.00 $2 400.00 $1.50 $23,007.00 $500.00 $1,000.00 $3,000.00' 536 000.00 35.00 556 700.00 24.00 $12,984.00 $17.00 $216,750.00 $4,389,829.10 3 Texas -Sterling Construction UNIT PRICE AMOUNT $562,782.35 $562 782.35 $2.000.00 $84 000.00 $5.00 $3,430.00 $5.00 $37 010.00 $6.00 $1 600 464.00 $7.00 $784,728.00 $1.00 $76397.00 $2.00 $152 794.00 $900.00 522,500.00 $:100.00 $13,500.00 $25.00 $32 100.00 520.00 $19 360.00 $1.50 $68 898.00 $105.00 $128,835.00 565.00 $8.807.50 $25.50 $992 893.50 $40.00 $7 400.00 $1.50 $37,162.50 $20.00 $455 300.00 16.00 $26 864.00 $400.00 $32 800.00 $6.00 $14,022.00 56.00 $13,782.00 $5.00 $39 310.00 $500.00 $1,000.00 $2.00 $5,272.00 $55,000.00 $55,000.00 $20.00 $28,540.00 $60.00 $5,220.00 $60.00 $2 880.00 $200.00 $200.00 $200.00 $1,200.00 $1.50000 $3,000.00 $15.00 $230,070.00 $500.00 $1,000.00. $2,500.00 $30,000.00 $95.00 $153,900.60 $25.00 $13,525.00 $15.00 $191,250.00 55,937,196.85 4 Hassell Contractors Co., Inc. UNIT PRICE AMOUNT $800,000.001 $800,000.00 $5.000.00 $210,000.00 $3,430.00 $5.00 $5.00 $37,010.00 $5.50 $1,467,092.00 $7.65 $857,595.60 $190,992.50 $152,794.00 $25,000.00 $27,000.00 $2.50 $2.00 $1,000.00 $600.00 $25.00 $32,100.00 $19.00 $18,392.00 S2.00 $91,864.00 $100.00 $122,700.00 $9,485.00 570.00 $24.00 $934 488.00 $26.00 $4,810.00 S1.50 $37,162.50 526.00 $591,890.00 $67,160.00 540.00 $340.00 $27,880.00 $102,828.00 S44.00 518.00 $41 346.00 $3.70 $29,089.40 $1 000.00 $500.00 $1.00 $2,636.00 $25,000.00 $25,000.00 1 $60.00 $85,620.00 5270.00 $23,490.00 5450.00 $21,600.00 $390.00 $390.00 5390.00 $2,340.00 $8,700.00 $17,400.00 $2.00 $30,676.00 $390.00 $780.00 $800.00 $9,600.00 $60.00 $97,200.00 523.00 $12443.00 $17.00 5216,750.00 56 429,034.00 5 W.T. Byler Co., LP UNIT PRICE AMOUNT. $590,255.97 $590 255.97 $2,400.60 $100 825.20 $3.79 $2,599.94 $7.48 $55,366.96 $5.49 $1464,424.56 $8.69 $974,183.76 $0.61 $46,602.17 $2.79 $213,147.63 $870.32 $21,759.00 $631.56 $28,420.20 $60.52 $77,707.68 $7.61 $7, 566.48 $2.40 S110.236.B0 $100.88 $123,779.76 $54.76 $7,419.98 $29.87 $1,163,048.19 $31.13 $5.759.05 $1.21 $29,977.75 $25.15 $572,539.75 $30.641.75 $18.25 $193.89 $15.398.98 $6.99 $16,335.63 $7.22 516584.34 $2.29 $18,003.98 $262.02 $524.04 $1.54 $4,059.44 $23 724.35 $23,724.35 $16.14 $23,031.78 $157.21 $13.677.27 $114.24 $5,483.52 $209.62 5209.62 $209.62 $1 257.72 $3,689.24 $7,378.48 $1.89 $28,988.82 $131.01 5262.02 $628.85 57.546.20 $36.68 $59 421.60 $26.22 $14 185.02 $17.82 $227,205.00 $6,109,839.39 6 Beyer Construction, LLP UNIT PRICE AMOUNT 5307 000.00 $307 000.00 S8 000.00 $336000.00 $10.80 $7 408.80 $7.00 $51,814.00 $6.70 $1,787,184.80 $12.05 $1,350853.20 $1.60 $122,235.20 $2.70 $206,271.90 $1,100.00 $27,500.00 $455.00 $20,475.00 $41.00 $52,644.00 $13.70 $13,261.60 $89,567.40 $1.95 5107.00 $131,289.00 $96.00 $13,008.00 $33.60 51,308,283.20 $25.25 $4,671.25 $1.55 $38,401.25 $29.50 $671,567.50 $122,567.00 $73.00 $240.00 $19,680.00 $10.00. $23,370.00 $10.00 $22,970.00 S4.25 $33,413.50 $270.00 $540.00 $0.90 $2,372.40 $37 500.00 - $37 500.00 $16.50 $23,545.50 $160.00 $13,920.00 $117.00. $5,616.00 $215.00 $215.00 $215.00 $1,290.00 $3,800.00 $7,600.00 $3.25 $49,848.50 $1,600.00 $3,200.00 $1,300.00 $15,600.00 $60.00 $97,200.00 $37.50 $20,287.50 $18.20 $232,050.00 $7,272,221.50 n � BOND NO Bid Bond SURETY DEPARTMENT AA THE HARTFORD KNOW ALL MEN BY THESE PRESENTS, That we, Champagne-Webber Inc.,Texas 14333 Chrisman Road ,Houston, TX 77039 as Principal, hereinafter called the Principal, and the Hartford Fire Insurance Company , a corporation created and existing under the laws of the State of .Cnnneclicut. ., whose principal office is in .Hartford,.CT. as Surety, hereinafter called the Surety, are held and firmly bound unto City of Pearland 3519 Liberty Drive Pearland, TX 77581 in the sum of as Obligee, hereinafter called the Obligee, Five Percent(5%) of the Amount of Bid-- -------- _ Dollars ($ ), 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 Pearland Parkway Northbound Lanes 2700 ft North of Broadway To Beltway 8 Job No.B 2001-060 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 2 Qth day of June A.D 2002 \``` E�Bru�� Champagne-Web r Inc Texas ` , (SEAS) R Witness pagn , \ BF (If Individual) ! , ` � (16‘, By P. —Tel Attest . . u�'S.. (SEAL) -2; (If Corporation) '''',,r„ 11,"\`\Hartford Fire Insurance Company Attest6� "u,,�� -� By .(SEAL) (Title) Denise A.Madden, Attorney-in-fact (Approved by The American Institute of Architects, A.I.A.Document No.A-310, Feb., 1970 Edition) Form S-3266-4 Printed in U.S.A. 12-70 POWER OF ATTORNEY THE HARTFORD HARTFORD PLAZA .s HARTFORD,CONNECTICUT 06115 X Hartford Fire Insurance Company Twin City Fire Insurance Company X Hartford Casualty Insurance Company , Hartford Insurance Company of Illinois j X Hartford Accident and Indemnity Company Hartford Insurance Company of the Midwest Hartford Underwriters Insurance Company Hartford Insurance Company of the Southeast J KNOW ALL PERSONS BY THESE PRESENTS THAT the Hartford Fire Insurance Company, Hartford Accident and Indemnity Company and Hartford Underwriters Insurance Company, corporations duly organized under the laws of the State of Connecticut; Hartford Insurance Company of Illinois, a corporation duly organized under the laws of the State of Illinois; Hartford Casualty Insurance Company, Twin City Fire Insurance Company and Hartford Insurance Company of the Midwest, corporations duly organized under the laws of the State of Indiana; and Hartford Insurance Company of the Southeast, a corporation duly organized under the laws of the State of Florida, having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the"Companies")do hereby make, constitute and appoint, up to the amount of unlimited D.A. Valenti, Denise A. Madden, Robert Trobec, Kathleen M. Irelan, Ian J Donald of Troy, MI their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies) only as delineated above by ®, 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, and as authorized by a Resolution of the Board of Directors of the Companies on September 12th, 2000, the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed,duly attested by its Assistant Secretary Further, pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney tr IN r'Qy. ru r .; ��u s+ .0 ca�;w, "03. 6��W" n i. `ice..te.ri '} F t08 T ~ rlau+e�• ,��; ;'• 'RI $ 9 I $ a ^ 1"11 * 'RI kOt►fP Lid. �',�,•- �'v'a ��.�trtXt,,,, Aalall. T3,�. j 9 ^- damt t< l •#441 V`\;q::r::1:.^lt- / `Fours.� -/.i 7►1 • } ~ t ii i r ` ,+, ,ti:C.1�......ve. V. i , 4 3? Paul A.Bergenholtz,Assistant Secretary John P Hyland,Assistant Vice President STATE OF CONNECTICUT ss, Hartford COUNTY OF HARTFORD On this 19th day of September,2000, before me personally came John P Hyland,to me known,who being by me duly sworn, did depose and say that he resides in the County of Hartford, State of Connecticut; that he is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that he knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals;that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority i+•for / ike.4,-- Jean FL Wozniak CERTIFICATE Notary Public My Commission Expires June 30,2004 I, the undersigned,Assistant Vice President of the Companies, 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 still in full force effective as of June 20, 2002 Signed and sealed at the City of Hartford. �J ( c a ,ca.tw a 1V T , a c 1:r vav,�•,�3 as pa►aa sF a tl �.....q.� ! •�'-�t•_ �1,1987/"^ i • g 4;- \ ef�� ' �`." l.ON ! l ??i=b ► • .it',,,',ils . a, `+'"`tom" Colleen Mastroianni,Assistant Vice President d CONSTRUCTION OF } PEARLAND PARKWAY (NORTHBOUND LANES) 2,700'NORTH OF BROADWAY (FM 518) TO BELTWAY 8 STA. 31+00 TO 88+00 AND STA. 116+00 TO 186+00 B 2001-060 BID PROPOSAL (Submit in Duplicate) Dated. (- Z cp The Honorable Mayor and Council 1:1 City of Pearland 3519 Liberty.Dnve Pearland,Texas 77581 Gentlemen. Pursuant to the published Notice to Bidders,the undersigned bidder hereby proposes to do all the work and furnish all necessary superintendence, labor,machinery, equipment, tools and materials, and whatever else maybe necessary to complete all the work included under the n`."" General Contract for the construction of approximately 38,937 SY of 9"jointed reinforced ,.� concrete pavement (by slipform paver only), 12" lime stabilized subgrade, 112,104 CY embankment, 24,500 SF of bndge, 18,207 LF 18" RCP thru 12' x 10'RCB storm sewer, inlets, manholes,junction boxes, detention pond excavation, slope paving,retaining walls, tie-in to Beltway 8, feeder road, B W 8 overhead and roadway signs, asphalt pavements, landscaping and imgation, electrical conduit,pollution prevention, Add-on Alternate for pavement marking and signage, etc. with all related appurtenances, complete,tested and operational, in accordance with the plans, and specifications prepared by the Engineer, Walsh/Freese&Nichols,Inc. - Lockwood, Andrews and Newnam,Inc. under the City of Pearland's inspection for the unit prices set forth on the attached bid sheet which bears our signature for identification. It is understood that, in the event any changes are ordered made in any part of the work,the unit pnces bid shall apply as additions to or deductions from the total prices for the parts of the work so changed. The bidder binds himself upon acceptance of his proposal to execute a contract and furnish performance bond and payment bond each in the amount of one hundred percent (100%) of the total contract pnce, according to the specified forms within fifteen (15) days after notification of award of contract, for performing and completing the said work within the time stated, and furnishing a satisfactory maintenance bond indemnifying the Owner against defective workmanship and material for apenod of one(1)year C- 1/13 Revised May 2002 � 1 r , - s 7 The undersigned bidder agrees to commence work within ten (10) days after the date of a wntten notice to commence work. It is understood and agreed that the Contractor shall complete the work and make ready for operation the portion of the project between Stations 116+00 and 186+00 by May 26, 2003 ($750 00 liquidated damages for not completing on time) and the entire project within 365 calendar days (liquidated damages or early-completion bonus at$500 per calendar day) Time for completion shall begin as stated upon the issuance of the notice to 1 commence work. 1 1 I I s C-2/13 Revised May 2002 c -•\ i T19723 ., .--, l I Pearland Pkwy - FM 518 / BW 8 --' . , Associated With R2002-109 \-; ../ ' VaS CaC, 4 js;jt-s... i 0 Git l ;:,, ,ikz 'INT,p,, 71E3:--A5t, Ciiiir'''A. 1 f.) i.3 ! t:T, .-4; 'r' .,•.,- f..:Iii'kiENTS FOR CON:JIRUCTIO!`•4 OF 1 1, (7 , ..,„ ...i•-t- ! .., -1- TiL...1 -,r7v_7 A, -1,;_/- 1.'''. ._,i_ki..1.,i-:,..1,4:,... .t. ...,S..o,..n.. A ../.-1.a. / (NOR et-TEcturip LANES) ,------- "":d' 2,7:)/Y iNi-Gi'.in .-..v. Oi -3roaslway (FM Sf 8) r)-47.: 1,iiEL-E9WATY -,T3 ST4k. 3i r'41,0 .70 884-00 AND STA.. 1_16% 410 TO 186+00•., .ii-.1 2001. 060 l'ii?"4JYT 2001 TOM REID AL-1170R COUNCIL,NIEMBEi-tS _..../ WOODY OWENS RICIIAED 'FETEN14 rgsniowNo. I POSITION NO 2 •\„( ; \ , LARRY WILKINS LARRY MARCOTT i POSITION NO 3 POSITION NO d KLAUS SEF.,CER POSIT:10Y Pr°. 5 ,.i.'' BILLAEiISEN ;.. YOUNG LC .NG c knr•mr..4/k/.4VE37. - CITY . 'CRI.'2:' .!" , ';,„ • . ,-;444. .•::;',.. Pii.; ,,:' -4;:: -, k,'Y'ei....' ,.'./t41 . • 121",41' ' PLE•ill'i• • WAI.1;qffiRESSE•NICHOLS -r - , --t_k - - •/,' ' - 11 6 _ \ V !.l.,.- --_______,_,___,_21. CITY OF PEARLAND, TEXAS SPECIFICATIONS AND CONTRACT.DOCUMENTS FOR CONSTRUCTION OF PEARLAND PARKWAY (NORTH BOUND LANES) 2,700' NORTH OF BROADWAY (FM 518) TO BELTWAY 8 STA. 31+00 TO 88+00 AND STA. 116+00. TO 186+00 B 2001- 060 i 5 ...... FrEk4�1 . .S 1 f ll r0* �'r •�•. , • MEHRAN BAVARIAN 7 r I ".44,04i;08.2Lc). ek`OAIAL EN`..' C1 • f. �`%% • MAY 2001 5- Z5 - 07 ),unseal 5-.4 - o Z Prepared by: Walsl /Freese &:Nichols,Inc. Loclrwood,Aadrews',& Newnam 2010 Broadway 1500 City West Blvd, Suite 100 Pearland,T.exas.77581 Houston,Texas 77042 (281) 48572404 (713) 266-6900 WFN 00-403 r Revised May 2002 CITY OF PEARLAND CONTRACT DOCUMENTS AND TECHNICAL SPECIFICATIONS FOR CONSTRUCTION OF PEARLAND PARKWAY (NORTHBOUND LANES) 2,700'NORTH OF BROADWAY(FM 518)TO BELTWAY 8 STA. 31+00 TO 88+00 AND STA. 116+00 TO 186+00 B 2001- 060 TABLE OF CONTENTS A. NOTICE TO BIDDERS B INSTRUCTIONS TO BIDDERS C. PROPOSAL "D STANDARD FORM OF AGREEMENT BETWEEN OWNER AND CONTRACTOR (^-- E. LABOR CLASSIFICATION AND MINIMUM WAGE SCALE F GENERAL AND SPECIAL CONDITIONS G GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS - SOCIAL PROVISIONS - STANDARD SPECIFICATIONS The TxDOT Standard Specification for Construction of Highways, Streets and Bridges; dated March 1, 1993 shall govern this project. - SPECIAL SPECIFICATIONS • Wide Flange Terminal Anchorage:System • Temporary Erosion, Sediinentation'an4Water Pollution Prevention and Control , - • Temporary Sediment Control Fence: h • Construction.Exits • Sanitary Sewer Construction and.Testuig • Landscape Planting • Landscape Irngation APPENDIX"A" GEOTECHNICAL REPORT SECTION A OTICE TO BIDDERS . • • 5 NOTICE TO BIDDERS CITY OF PEARLAND, TEXAS BID NO. B 2001-060 Sealed bids will be received,in duplicate,marked"PEARLAND PARKWAY (NORTH BOUND LANES) 2,700'NORTH OF BROADWAY(FM 518)TO BELTWAY 8, B 2001-060 in the office of the Purchasing Officer,the City of Pearland, City Hall, 3519 Liberty Drive,Pearland, Texas, 77581,until 3.00 p. m., Thursday, June 20, 2002 at which time they will be publicly opened and read aloud for the furnishing of: PEARLAND PARKWAY (NORTHBOUND LANES) 2,700' NORTH OF BROADWAY(FM 518) TO BELTWAY 8 STA. 31+00 TO 88+00 AND STA. 116+00 TO 186+00 B 2001-060 This project will entail. Construction of approximately 38,937 SYof 9"jointed reinforced concrete pavement(by slipform paver only), 12" lime stabilized subgrade, 112,104 CY embankment, 24,500 SF of bndge, 18,207 LF 18" RCP thru 12'x 10'RCB storm sewer, inlets,manholes,junction boxes, detention pond excavation, slope paving,retaining walls,tie-in to Beltway 8 feeder road,B W 8 overhead and roadway signs, asphalt pavements, landscaping and irrigation, electrical conduit,pollution prevention, etc. Add-on Alternate: Pavement marking and signage on northbound lanes of Pearland Parkway Special Contract Time Condition.. Contractor shall complete and make ready for operation operation the section of Pearland Parkway between stations 116+00 to 186+00, including all the necessary pavement,bridge, drainage, detention pond, tie-in to Beltway 8, site restoration, etc. on or before May 26, 2003 The liquidated damages for this portion of work shall be$750 00 per calendar day The entire project shall be completed within 365 A- 1/3 `' Revised May 2002 calendar days with liquidated damages or early-completion bonus as called out on page 36 of General Conditions of Agreement. Special Fill Dirt Condition. Subject to request, contractor may be required to obtain and transport additional fill dirt material over the quantity listed in the bid proposal to the 88 acre tract adjacent to the right-of-way,north of the Clear Creek, for the same cost of excavating and transporting at substantially the same time as the contractor obtains fill dirt for use in the connection with construction of the project;provided that property owners obtain the necessary fill permits from Harris County Flood Control land/or the Corps of Engineers. Information and Bid Documents: Copies of Contract Documents and Technical Specifications and Plans are on file at the following locations for review. City of Pearland (281) 652-1600 City Hall,Purchasing Department 3519 Liberty Drive Pearland, Texas 77581 AGC of Texas (713) 334-7100 2400.Augusta, Suite 180 Houston, Texas 77057 Dodge Reports (713) 529-4895 3131 Eastside, Suite 300 Houston, Texas 77098 'these documents may be examined without charge at the above locations. Bidders may obtain a complete set of the Contract Documents, Special Provisions to Specifications and Plans from Walsh/Freese and Nichols,Inc.,2010 Broadway,Pearland, Texas 77581, upon request and an amount of_$100 00 per set. No partial sets will be issued. There will not be any refund for plan sets. However;previous plan holders from June 2001 bid process can acquire revised plan set at no additional cost if previous plans and specifications are returned in good condition at the time revised plans are picked up Bidders submitting bids based.on old plan set and bid sheets will be disqualified. No bid may be withdrawn or terminated for a period of sixty(60)days subsequent to the opening date without the consent of the City of Pearland. Bidder's Bond, Cashier's Check, or Certified Check payable to the City of Pearland in the amount of 5% of the total bid price must accompany each.proposal. The City of Pearland reserves the right to reject any or all bids, or to accept any bid deemed advantageous to it. • t A-2/3 �x;}, Revised May 2002 The successful bidders must furnish Performance, Payment, and Maintenance Bonds as required by law(Article 5160,Vernon's Texas Civil Statutes, as amended)upon an acceptable form in the amount of one hundred percent(100%) of the contract price, such bonds to be executed by a corporate surety duly authonzed to do business in the State of Texas, and named on the current list of"Treasury Department Circular No 570",payable to the City of Pearland,Texas. Contractor must certify that his firm or subcontractor does not and will not maintain any facilities he provides for his employees in a segregated manner, or permit his employees to perform their services at any location under his control where segregated facilities are maintained. A mandatory pre-bid conference will be held at 3:00 p.m.,Tuesday,June 11, 2002 at City Hall. Attendance is required to qualify for consideration of award of contract. Date Gordon Island Purchasing Officer " •. 1 1 A- 3/3 Revised May 2002 �rrMy�. so 0 131013i r.T101, orrittj., 114 3' y 4, „4 , ".%,„.• - .$" • v4••• INSTRUCTION TO BIDDERS Receipt of Bids. Bids will be received until 3:00 p.m., Thursday, June 20, 2002 in the office of the Purchasing Officer, under conditions set forth in the published Notice to Bidders. Information and bidding documents are obtainable from the Purchasing Officer under conditions set forth in the published Notice to Bidders. Discrepancies and Interpretation. Notify the City Engineer and Walsh/Freese and Nichols in writing at least five(5) days prior to bid date if discrepancies, ambiguities, or omissions are found in the Specifications or Drawings or if further information or interpretation is desired. Answers will be given in writing to all Bidders in addendum form. All provisions and requirements of such addenda will supersede or modify affected portions of Specifications or Drawings. All addenda will be incorporated m and bound with the contract documents. No other explanation or mterpretation will be considered official or binding. Mailing Procedure. Submit Proposal and Bid Check or Bond in an opaque sealed envelope. Identify the envelope with the project name and the name and mailing address of the Bidder Proposals may not be modified after submittal. Bidders may withdraw Proposal at any time prior to the advertised bid opening time but may not resubmit a Proposal once it has been withdrawn. Proposals received after the advertised time set for opening will be ineligible and will be returned unopened. Proposal. 3. Submitted Proposal shall be based on conditions at the project site,the Specificati'ons,'the Drawings and any,addenda to Specifications and/or Drawings issued prior to-.opening of'bids. Authoritatively execute and submit bid Proposal form furnished with the Bid Documents to insure complete umformity of wording. .,. , Proposal showing omissions, alterations of wording, conditional bids, or carrying riders or qualifications which modify the.propOsa1 as submitted will be rejected as,irregular. Submit Proposal in duplicate...,[: o,.cop es of the Proposal form which are not bound in the N.. 1 1, 4' f..,•t =1/4 c." 'e`ftiiE,i� }.,_.. •.',i,�, is j�t.tr{��.i, Revised May 2002 Specifications are furnished for the Bidders use in submitting his bid. The Proposal Form bound in the Specifications is for the Bidder's information and is not to be completed. Each bidder shall submit only one Proposal, if two or more Proposals are submitted by any bidder, either in one envelope or in separate envelopes, then such Proposals will be subject to rejection. Proposal amounts may not be amended or modified in any manner after the time set for bid opening in the published invitation to Bidders. Under no circumstances will the bidder be permitted to alter his bid after it has been read. The City of Pearland reserves the right to reject any or all Proposals submitted, or to award the Contract to the Bidder who, in the City's opinion, offers the most advantageous proposal for the purpose intended. Financial Statement: The bidder will be required by,the Owner to furnish a financial statement. Proposal Guaranty A Certified or Cashier's Check on a State or National Bank in the State of Texas, or a Bidder's Bond from an acceptable Surety Company authorized to transact business in the State of Texas, in the amount of not less than five percent(5%) of the greatest total amount of the Bidders' Proposal,payable without recourse to the order of the City of Pearland must accompany each`' proposal as a guarantee that if awarded the Contract, the bidder will promptly enter into Contract and execute Performance and Payment Bonds on the forms provided. Should the successful Bidder fail to execute Contract and Bonds within fifteen(15) days after notifications of award of Contract, said check or bidder's bond shall become the property of the Owner as set forth in Paragraph 2.05 of the General Conditions of Agreement. Qualifications of Bidder The Owner will make such,investigations as he deems necessary to determine the ability of the Bidder to perform the,work, and the Bidder may furnish to the Owner all such information and data for this purpose as the Owner may request. The owner reserves the right to reject any bid if the evidence submitted.by,or;investigation of, such bidder fails to satisfy the Owner that such bidder is properly qualified to carry out the obligations of the contract and to complete the work contemplated therein. . I �! ,{ Nf• • �}I't' r^ two, -2/4 : f'M1''•.:a+h_+::, ,e4,•t4' i•1, �, r fyE.1. , ;4�ti Performance and Payment Bonds. The successful bidder to whom the Contract is awarded will be required to furnish a Performance Bond and Payment Bond, as set forth in Paragraph 2.04 of the General Conditions of Agreement. Bond forms bound in the Specifications are included as information to the Bidder Insurance: Before startmg work, the successful bidder to whom the Contract is awarded will be required to obtain insurance coverage as set forth m Paragraph 2.07 of the General Conditions of Agreement. Site Investigation. Examination of project site, existing structures and adjacent property and familiarizing himself with existing conditions before he prepares and submits his Proposal is the responsibility of each bidder After investigating the project site and comparing the Drawings and Specifications with the existing conditions, immediately notify the Engineer of any conditions, for which requirements of labor and material are not clear, or about which there are questions regarding the extent ofthe work involved. Should the successful Bidder fail to make the required investigation and should a question arise later as to the extent of the work involved in any particular case,then the decision shall be made by the Engineer as to proper interpretation of the Specifications and Drawings. It is understood that full and complete allowance for conditions under which the Contractor will be required to operate, or that will in any manner affect work under this Contract is included in the Bidder's Proposal and in the Contract Amount. Contract and Contract Form. The Contract form bound in the Specifications is included as information to tl e Bidder If is not to be used in submitting a Proposal. The Owner agrees that-the award of the Contract,if awarded,will be within fifteen(15) days after date of opening bids unless otherwise stated in the proposal. 1 �' nu'4 ?-P :B4/4 • ..1p 0w"r4es'1.0 State Sales Tax The Owner qualifies for exemption from the State and Local Sales Tax pursuant to the provisions of Article 10 04 (F)of the Texas Limited Sales, Excise and Use Tax Act. The Contractor performing this Contract may purchase all materials, supplies, equipment consumed.in the performance of this Contract by issuing to his suppliers an exemption certificate in lieu of the tax, said exemption certificate complying with State Comptroller of Public Accounts Ruling No 95-0 07 Any such exemption certificate issued by the Contractor in lieu of the tax shall be subject to the provision of the State Comptroller of Public Accounts Ruling No 95-0 09 as'amended to be effective October 2, 1968 Schedule of Minimum Wage Rates. The Contractor shall comply with the current prevailing wage laws and regulations. The minimum wages to be paid on this project shall be in accordance with classification and wages set forth in Section E. Safety and Health Requirements The Contractor shall comply with all requirements of the Safety and Health Regulations for construction and any other applicable sections of the Williams-Steiger Occupational Safety and Health Act of 1970 as well as other applicable Local, State and Federal Regulations. Neither the City of Pearland or the Director of Public Works will be responsible for advising the Contractor of specific requirement,nor for enforcing any requirements of the Occupational Safety and Health or other related Act. Utility Service for Construction. Water and other temporary utility services for construction purposes will be the Contractor's responsibility and at his expense. Required Permits. The Contractor shall be responsible to secure any required permit from local;'state, and federal government. • �p 't .. 'icy:.,SAti • s.4 kiF.r� �� ".d}''filtif�1:�..,.�F;~ii'!r, B 4'/4 .5r .' Ne:Iwfi�tiYi 'yrjy�� '§7;�:'•. r r'.. i .i,u,�y .. _a_:'t�j�."f•�;.fir,'1,'�3,><..•L�"i�::'ty#,j��"'li,'i:,hf•; fi a. ,, tr !;t `?b` !>t( a:•;a'�,J• r,.Y:ft,�e,i;!:�-1 � � , ias • gra9 t✓.,,nac'`ti�:IVIi� , 7:4;.y'.'!),V"a -,.lr a i.�?�:',rti .r� ��,�7 .?�`e',:_�,r• ,d;tr-"•,.� t`lfh.t 4iir' >�fr f• vrVry�q�v��• . "11 C SSCII° SMd Tyit0111° ..,, .• -4' ..,• "....:r4 ../4 .N.' ... yr 1.,4%.,,V,•,k, -, . k ;'•... - ,,....y•AA.: •':,-•,:-'' `...':i..,:ir,.• " 4 , ',', '''' ;r7./),':3' ". • ' „ sy, l 1::•cy.±r•i,J.1::..,r9(‘:1,:'.•..••('4 0 •.";..':,i„•,%!!.4!. ',.1•!s?'.'" •,'•1•;'.'2.3k,4*:,, • A"'V•44.''Ii*PN',i::‘'":i:,Y''it!'•%'4.:;'{,111'4_''...''''', + j1.,'‘, /..,,:1",:,,i/-1-.,i/f4',';',Wva.:te -'1, -,,'''.'/''t'''/..t vi 1:•IV A t':-:9;t , ,,.`li4:4-/;.i14'Af/11.,1; .T,"-,,?,':',',44,' ' • ,.‘ :, ,,,•-•,,,q,.mk>.,7,,r;.,,,z3;:,f,-4.z'fi--f,„ .,..,....,-,T4i:gt.- ‘,...1;.,.?‘'.,5'k,.<.,s-,.. ,:`,..-Icell.:•:. .::•*.P.',..P4,1' '.i4'-.•- , . { CONSTRUCTION OF PEARLAND PARKWAY (NORTHBOUND LANES) 2,700'NORTH OF BROADWAY (FM 518) TO BELTWAY 8 STA. 31+00 TO 88+00 AND STA. 116+00 TO 186+00 -. B 2001-060 BID PROPOSAL (Submit m Duplicate) Dated. " ° The Honorable Mayor and Council City of Pearland 3519 Liberty Dnve Pearland, Texas 77581 Gentlemen. Pursuant to the published Notice to Bidders,,the undersigned bidder hereby proposes to do all the work and furnish all necessary supenntendence,labor,machinery, equipment,tools and materials, and whatever else may be necessary to complete all the work included under the 'r'._ General Contract for the construction of approximately 38,937 SY of 9"jointed reinforced concrete pavement(by slipform paver only), 12" lime stabilized subgrade, 112,104 CY embankment, 24,500 SF of bndge, 18,207 LF 18" RCP thru 12'x 10'RCB storm sewer, inlets, manholes,junction boxes, detention pond excavation, slope paving,retaining walls, tie-in to Beltway 8, feeder road, B W 8 overhead and roadway signs, asphalt pavements, landscaping and imgation, electrical conduit,pollution prevention, Add-on Alternate for pavement markmg and signage, etc. with all related appurtenances, complete,tested and operational, m accordance with the plans, and specifications prepared by the Engineer, Walsh/Freese&Nichols,Inc. - Lockwood,Andrews and Newnam,Inc. under the City of Pearland's inspection for the unit pnces set forth on the attached bid sheet which bears our signature for identification. It is understood that, in the event any changes are ordered made in any part of the work,the unit pnces bid shall apply as additions.to or deductions from the total pnces for the parts of the work so changed. The bidder bindsliimself upon acceptance of his proposal to execute a contract and funush performance bond.and'payment bond each in the amount of one hundred percent(100%) of the total contract price, according to the specified forms within fifteen(15)days after notification of award of contract, for performing and completing the said work within the time stated, and furnishing a satisfactory maintenance bond indemnifying the Owner against defective workmanship and material for a period of one (1)year V 1 t%"•- Vie '\'?• •t . L .F;:r:: j•k C -;1;/13 1, t„t: �{ Revised May 2002 ,(•t �,.i.Y •l�' f.j17. g$ s a _. The undersigned bidder agrees to commence work within ten (1 m1) days after the date of a wntten ( notice to commence work. It is understood and agreed that the ontractor shall complete the work and make ready for operation the portion of the project be een Stations 116+00 and 186+00 by May 26, 2003 ($750 00 liquidated damages for not c.•mpletmg on time) and the entire project within 365 calendar days (liquidated damages or early-completion bonus at$500 per calendar day). Time for completion shall begin as stated upon t' e issuance of the notice to commence work. I �` Li r '- ,cll. i i r �rt4 , i .' y C : 2/13 >' • Revised May 2002 u�u .' - , M1 `�+ h tii '- �:'' t . V f BID SHEET CITY OF PEARLAND 1 PEARLAND PARKWAY 2700'NORTH OF FM 518 TO BELTWAY 8(NORTHBOUND LANES) ..� BID B 2001-060 r WFN 00-403 SECTION"A"-ROADWAY ITEM BID UNIT NO. ITEM DESCRIPTION UNIT QUANTITY , PRICE AMOUNT 1 Mobilization LS 1.00 /000,000.00 /D&,Oeo•00 2 Right-of-way Preparation AC 42.00 /a/ 000.00 ilZ010o0•o0 3 Rem.Stab. Base&/or Asph. Pay (CI 2)(6") SY 686.00 Z.00 / 372,ao :_! 4 Excavation CY 7,402.00 3. 9 5" 2- 07.70 5 Excavation (Channel) CY 266,744.00 3• I5- 8ii4 Z,/3 490 6 Embankment(Dens.Cont.)* CY 112,104.00 4•-7s cy 'V9c oa 7 Furnish&Place Top Soil(CI 2)(4") SY 76,397.00 O'5'0 38,, /98 S'a 8 Block Sodding SY 76,397.00 l• 8 V /40 <7o.sib 9 Cell.Fiber Seed AC 25.00 Sao.oo Z2,$461o. - 10 Fertilizer TN 45.00 /�•� SO0 � y� .o a,=. 11 Vegetative Watering MG 1,284.00 /r.CG /2,ZIp6.00 3 Flex.Base,Complete in Place(Ty A) 12 (Gr 2)(CI 5)(12") SY 968.00 /c:6 0 / ,j 20•°° 13 Lime Treatment Subgr.(Dens.Cont.)(12") SY 45,932.00 l'7$' got 3 '1. o0 Ed 14 Lime(Ty A) TN 1,227.00 7l• o ill 457. o 15 Hot-Mix Asphaltic Concrete(Ty D) TN 135.50 /00. DO /.3,5751,•o 0 16 Concrete Pavement(Jointed Reinf)(9") ' Is' (Slipform Paver only) SY 38,937.00 — %6g 81 r, 57?.5,' .j 17 6"Conc Paved.Driveway w/6"curb SY 185.00 �� b ' 3sc $r6 .040 18 Mono.Curb(6') `',1,_, LF 24,775.00 � p A 5ro•oo s. 19 Retaining Wall(MSE)(Exp Aggr) SF 22,765.00 20-80 c11731 f/Z•vo *See Special Condition in Notice to Bidders. i r J' r. T `;(t, i ``0fc.`r, i' d, \. , t'Z•i,.i' . 5hiy .. . '', - 1 ?;`:,',1. YES' '' r'F 6, •:y%:�{,A1.:,��f'a r ail .,,. •;,k,f :;' C-3113 ,a t , I SECTION "A"-ROADWAY ITEM BID UNIT — NO. „ ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT i 20 Wetland Overflow Structure LF 1,679.00 2{ CPA,00 513, CPA o0 21 Riprap(Conc)(CI B)(Slope Paving) CY 82.00 /Sd• 00 /2/3oo•o f 22 Conc Rip-Rap(Flume)(Cast-in-Place) LF 2,337.00 8• cod) /8,G 9/0•o-o 23 Conc Rip-Rap(Mowing Strip)(Cast-in-Place) LF 2,297.00 8'on /8,. 760.0 , 1 24 Conc Rip-Rap(Articulated)(Pre-cast) SF 7,862.00 11 • I DID 3/ S44'$•oo 25 Adjust San Swr Manhole EA 2.00 BAD.' — I, 40o •00 j 26 Remove Barb Wire Fence LF 2,636.00 2• co .5;272. co 27 Wide Flange Terminal Anchorage including cons, reinf.,wide flange beam and cem trtd base LS 1.00 /7 Pc•oa /"go C'as 28 12"PVC SDR 26(ASTM D2241)Force Main LF 1,427.00 Z2•°a ,?11 3 9d.o0 Ir 3 29 12" PVC SDR 26(ASTM D2241)Force Main in Bore Hole LF 87.00 /Cs'5.; 86 /51 3�:00 ] 30 12" PVC SDR 26(ASTM D2241)Force Main in 20"-1/4"Thk.Steel Casing LF 48.00 co. oo -4 Seo o,oa 31 12"-11-1/4° Bend(MJ) EA 1.00 1� Doo,wo 4 000.00 . 1 32 12"-45° Bend(MJ) EA 6.00 1.000• (oi a0o.00 i 33 Cut&Tie into existing 12"San Swr FM EA 2.00 7�.SOo•oa /$; 'I)"•00 Z 34 Wire Fence(Ty A) LF 15,338.00Z r s"/O•fo ] 35 Gate(Type 1) EA 2.00 2i Ooo•.., (4 0.o... 36 Barricades,Signs,&Traffic Handling MO 12.00 700• °e 8_Tod•Do r 37 Combination Rail Type C501 LF 1,620.00 tir• oa '7Z, god•o ) 38 Concrete Sidewalk SY 541.00 22.00 if 902. 0 0 J 39 4"Steel Electrical'Conduit LF 12,750.00 72,et) /53 Coo.O o SUBTOTAL SECTION"A" /M71 5.3l 1g a, s •t a, •''q I.1-I tj ,;1'p ty,"Z/y:,r1,4; ,:. :�5i :ice. f t4',;,.,r _;,;,4, C-4113 SECTION"B"-BELTWAY 8 SIGNAGE ITEM BID I UNIT NO ITEM DESCRIPTION UNIT QUANTITY L_ PRICE AMOUNT 1 Large Roadside Sign EA 2.00 Z1 S"O 0.09 S o oo• 2 Fabricate&Install new overhead sign panels EA 2.00 3, 000.0 (o,00p.00 ..., ---.a -.,. SUBTOTAL SECTION"B" // Oo0.00 SECTION"C"-DRAINAGE ITEM BID - UNIT NO. , ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT 1 Sewer Excavation CY 60,969.00 _ P•/° "o.'?O Cps:Cps:90 2 Cement Stabilized Backfill CY 14,706.00 "to. 00 es //Zo. o0 3 Trench Excavation Protection LF 13,313.00— I' ei 0 /7 7/3• o 0 4 Reinf.Conc.Pipe(CI IIl)(18") LF 1,619.00 _ Z•t.00 le 8,r. 00 5 Reinf.Cone.Pipe(CI ll1)(24") LF 2,136.00_ CA.00 .0?r 7/Z• OAP 6 Reinf.Conc.Pipe(CI III)(30") LF 1,174.00 }' O• 00 . 4/6 94,0•00 ;d 7 Reinf.Conc. Pipe(CI III)(36") LF 2,049.00 _ e#O.O0 /2Z,9/v•ov 8 Reinf. Conc.Pipe(CI III)(42") LF 1,952.00 'Moo /5"6,*'Oo•oe 9 Reinf.Conc. Pipe(CI I II)(48") LF 790.00 85.0a 67/SD'.ou 10 Reinf.Conc.Pipe(CI II1)(54") LF 1,116.00 /Oo.00 ///, LOD'o0 11 Reinf. Conc.Box Culvert(4'x 4') LF 1,035.00 /Z O.O0 /24 zoo•� 12 Reinf.Conc.Box Culvert(5'x 3') LF 130.00 bps:O.0 2/r•V '•oiD 13 Reinf.Conc.Box Culvert(6'x 5') LF 1,505.00 /to 00 2,7a,70O.°° 14 Reinf Conc.Box Culvert(6'x 6') LF 660.00 2/0•° 4o15.'ev 15 Reinf.Conc.Box C1ilvert(8'x8') LF 381.00 'OO• oa //4 7O ..12 16 Reinf. Conc.Box Culvert(8'x 10') LF 504.00 el/5".• °0 209,l60• ° 17 Reinf.Conc.Box Cuivert(10'x 10') LF 1,215.00 4//0.00 S 4s /d. 0 18 Reinf.Conc.Box Culvert(12'x 10') LF 1,712.00 S 0• 00 ° ?A bee•do 19 Culy Hdwl 3-8'x8' , ,; EA 2.00 6 000•42° _ /2i 000•'°-.1 i 20 Culy Hdwl 4-8'x10' „...;.,( ^{,1 c ' EA. ; 2.00 /S G1'�•ao 701 Oao.od 35•. • .:w.;.fir• ,}., ,i'./. , .'J; • 21 CulvHdwl3-1Qx10' •, `Y, ';;-`,l•,--r.. , ..1,i EA 2.00 •0 0 000.64 ter. .,(•."k;n.Ni;Y,•�17'-4-: ' Y;`., ''''' i.';"4 . Addendum No.2 Y:4a.;;: :��'; . •-',i; �,-,t.Fd. ;E�ifk(•ter, '�. Zt.e SECTION 'C"-DRAINAGE ITEM — BID UNIT NO. ITEM DESCRIPTION UNIT QUANTITY PRICE r AMOUNT 22 Culv Hdwl 12'x10' EA 1.00_17, 000.001 /-4000. 00 23 Inlet(compl)(Ty C) EA 24.00 jr 887•$.0 //7 300•'e 24'Inlet(Stage I)(Ty C) EA 23.00 4 900.-0 44 V00•o0 25 Inlet Extension(Ty C) EA 7.00 /A•42 •oo /91 400.•/Z3 . 26 Inlet(compl)(Ty AD) EA 52.00 /r so 0. a 0 784,000.00 27 Inlet(compl)(Ty AAD) EA 12.00 Zj 000.Do 21,; 000•o" 27 Inlet(compl)(Ty E) EA 22.00 3/a 00,oo (pip, 000.00 28 Manhole(compl)(Ty A) EA 18.00 000.00 18,0 .o.°G 29 Junction Box w/Manhole EA 5.00 h5791).00 --4 5760•00 30 Safety End Treatment(Ty I1)(18")(4.1) EA 30.00 75'b.oo Z2...0:7o i0o 31 Safety End Treatment(Ty II)(18")(6:1) EA 4.00 75o.00 ?,,, 000'eV 32 Temp Sed Cont Fence LF 22,180.00_ Z'ory W.760.00 33 Temp Sed Cont Fenee(Rem&Repl) LF 9,705.00 'Z•/0 ,gor 3,30.Sa �:- 34 Temp Sed Cont Fence(Remove) LF 22,180.00 /• if' 2sSa7.00 35 Rock Filter Dam(TY 2) LF • 240.00 3��'� 81 106•00 36 Rock Filter Dam(TY 2)(Rem &Repl) LF 480.00 5"; Ai 00a•oo oo 37 Rock Filter Dam(TY 2)(Remove) LF 240.00 '�` ' 6 WO•oe 38 Construction Exit Type 1 SY 210.00 I .57 3!0V7•/0 39 Safety End Treatment(Ty Il)(24")(6:1) EA 2.00 goo•4'0 6 &DC•o D 40 Safety End Treatment(Ty 11)(3674 1) EA 1.00 4440.do /i boo.00 'SUBTOTAL SECTION "C" ?J. iiii 7//•f0 Addendum No.2 • • ,. ., r' "SK[i . 1. SECTION"D"-BRIDGE ri ITEM BID UNIT NO. ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT .- 1 Drilled Shaft(18") LF 60.00 V 0. 00 ZiCi1".049 I 2 Drilled Shaft(36") LF 1,233.00 f2 S• 00 /' "F 1i 'a 0 t 3 Class"C"Concrete Abutment CY 45.40 375'•00 17, OL$' 00 ti 44 0 4 Class"C"Concrete Bent CY 171.60 T 00 77 ez0.00) 1 5 Reinf.Conc. Slab SF 24,500.00 8• /94 c oo•oQ 6 Prestressed Concrete Beam(Ty IV) LF 3,488.33 44.00 no 221 78 i 7 Concrete Surface Treatment SY 2,723.00 /' 0 10 2,723•00 ij 8 Traffic Rail Type T501 LF 734.00 2 5'ep /gj 3Sv•00 -I 9 Combination Rail Type C502 LF 700.00 SD'°° 35,c12G•&0 10 Pedestrian Rail Type PR1 LF 700.00 S/J' ✓�-'00 458, D' 4'44f � il 11 Sealed Expansion Joint(4") LF 132.40 00 SI 9 '.( 0 12 3"Welded steel water pipe attached to the bridge including support brackets,2 flexible couplings,coating,steel-pvc pipe adaptors, fittings,etc. LS 1.00 l0/oo0.00 /D,COO.O6 F ;m1- 13 4"Welded steel street light conduit attached to the bridge including support brackets LS 1.00 /O, oo0. 00 /0 OOD•e)o ` SUBTOTAL SECTION"D" *7)319.68 1.:' v4. i 4M .1 :y i J t., n tin' >r, .-. 3�,;'� fit`'.,; ,��t_,,,,.,`;p. �.p t ,si =:s., ,,,'.f. :atik OP II , -t: J:, 4srN:\ C-7/13 E I SECTION"E"-LANDSCAPE&IRRIGATION ITEM BID UNIT _ NO. , ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT 1 Quercus macrocarpa,65 gallon EA 37.00 117/' cc /7,1127.oa 2 Quercus shumardii,65 gallon EA 31.00 417/.0Q - Al 6,0/•00 3 Quercus virginiana,65 gallon EA 85.00 417/. 514 035.:0 a 4 Taxodium distichum,65 gallon EA 24.00 4//71.00 A7o V. oa 5 Taxodium mucronatum,65gallon EA 22.00 `�"'7/• /d,1' Z'° 6 Ulmus crassifolia,65 gallon EA 57.00 44 7/, GO 01 8417 0 o j 7 Electric meter pylon complete EA 2.00 7j COO.e0 44 Do 0'oa 8 Electrical conduit&wire from source to pylon LS 1.00 'Z 000.OD Zi pop .a0 3 9 Electrical conduit&wire from pylon to controller LS 1.00 /,cOO•ar42 /j '• 10 2"Water meter EA 3.00 5(0.606// /�4 SO.o o 11 Rain Bird rotary T40 w/nozzle EA 388.00 /`/. // S7$s O$ 12 Rain Bird spray 1804 w/nozzle EA 1,298.00 5'£/( 7,0741./O 13 1 5" Rain Bird 150-PEB elec valve with valve bo; EA 4.00 9r,a 9 380.20 14 2"Rain Bird 200-PEB elec valve with valve box(incl.master valves) EA 87.00 /?s•Z0 / 242.9a . 15 Irritrol E2002 latching solenoid with adapter for Rain Bird PEB series valves EA 41.00 SC,7O Zi 7Sr,IV 16 2"Pressure vacuum breaker EA 6.00 2..oc) •CO //Zoo.ob 3 / 17 2"Bronze gate valve @ meter with valve box EA 3.00 y(2.2 /2(o./o1 18 2.5"Bronze gate valve with valve box EA 9.00 Vb.2.( 4/711..7V 19 3"Bronze gate valve with valve box EA 3.00 ,j 7. /1 /7/'33 € 20 3/4"hose bibb w/valve box EA 31.00 ,. ' 98 957.2s t r [ 21 10"plastic valve box for wire stubs EA 37.00 8'S7.� 3f7• ®9 22 Rain Bird ESF 8LX+controller with pedestal EA 2.00 ' 'o6 560.00 23 Rain Bird ESP-12LX+controller with pedestal EA 1.00 3(44 o O !{a0 24 Rain Bird ESP-24LX+controller with pedestal EA 3.00 V6 0 o 0 /i Aga' "2 - °f : ,:i ..y',;! l :,;i`..:�kle r'l 1� ,i!»i.'. �."f"f- .J .:J , ' `^!t5.,�-�. 4 ''5".6-,, C-8113 ' SECTION"E"-LANDSCAPE&IRRIGATION -s ITEM BID UNIT _ NO. ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT 25 Rain Bird#621970 Ice Cube Relay EA 4.00 (p V. to$ 2-74.72 26 'nitro! IBOC-12PIus controller with pedestal EA 7.00 In.00 G,Ts'14 a 0 `' 27 Rain Bird RSD-BEx rain sensor mtd in 4" EA 6.00 31. fo 0 /8 7,/00 il PVC pipe /Z• 0c, 4(Zo•oo 28 4"Bore&set PVC sleeve LF 35.00 � 9 29 6"Bore&set PVC sleeve LF 65.00 27.00 /J`t/ 9s' ° i 30 #14 control wire LS 1.00 6,goo.vO 4 SvD.00 L.J p O zy�,od 9 o z�{.op 31 3/4" PVC pipe,fittings,trenching LS 1.00 �i , 32 1"PVC pipe,fittings,trenching LS 1.00 4/070•o° Pp,ozo•oa 33 1.25"PVC pipe,fittings,trenching LS 1.00 3i 700. 00 3,7d0.0.e:7 i 1 34 1.5"PVC pipe,fittings,trenching LS 1.00 3, Sb•oo 3`9sp.o0 35 2"PVC pipe,fittings,trenching LS 1.00 i� sf(e,.eo /I Silo, 00 I 00 36 2.5"PVC pipe,fittings,trenching LS 1.00 4 2/0•oa 6 Z/o• 37 3"PVC pipe,fittings,trenching LS 1.00 /8l0 6.00 /6 t '94 •0° - � SUBTOTAL SECTION"E" 2Z7/ QT 0.87 i , i .; ''mz.r 4,,4' tY ,a`J j'i7 • U.adtA�1I y,'F C "tc S %'``.- ,-:,:r �.•ti:;•'':a`' r;rk,,,;,. •< ,,.�.,,,,, K-.i r'J 5,�?},`'''.-- t. .d'3r,'Y .-Af' f ` Q .�tiai�; _t. '','• { ti + ~ hN`i,.., ` `�;;;' C-9113 .1 i SECTION"F"-EXTRA WORK To be done where authorized by the Engineer and in quantities authorized. Contractor shall provide unit prices ONLY for these items. ITEM BID UNIT NO. ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT 1 Extra Labor(unskilled) Man Hr — -- 7Z.0 0 — -- 2 Extra Labor(skilled) Man Hr -- — s' 00 — — 3 Extra Excavation(machine) CY — -- 6• 0 o -- — 1 4 Extra Concrete,all Classes with all Form I work,Complete in Place CY — — cOo. 'foci — -- 5 Extra Reinforcing Steel,all sizes, - i Complete in Place LBS — — /, o O — —'/ 6 Extra Cement Stabilized Sand Backfill CY — -- 7"0•v c) — — 3 7 Flagman HR — -- 410• ao — — 8 Well Pointing LF -- — SO. oa — — 9 #14 control wire LF — -- l• o 0 — -- 10 #12 control wire LF -- — /'vd — — 11 3/4"PVC pipe,fittings,trenching LF . — — I.OD — — ' 4 12 1"PVC pipe,fittings,trenching LF — — /• o p — -- 13 1.25"PVC pipe,fittings,trenching LF — — `' sd — — 1 14 1.5"PVC pipe,fittings,trenching LF — — I'SD — — 15 2"PVC pipe,fittings,trenching LF — — 2 ,00 -- --- 16 2.5"PVC pipe,fittings,trenching LF — — 2' 012 — — 17 3"PVC pipe,fittings,trenching LF — -- 2•co — — _. 18 Extra Ductile Iron Fittings TN — — 4/000.Oa — — SUBTOTAL SECTION"F" • '°' $a00,000.00 p., 2. t Ni ,YI J > 1ff�r, : s1� .�- '�.1 �' c :•' ,".'. 4n` �' may. '.1-::. i .:""C�.r• "y'.j'�yy` ifi,'�Fi'j; .J.;.r/I'%1� y ,, ♦♦ ''''.•'fin..E i44•r, .'„ ,Y YPJ}�` ' .r,C v .V;;,;r. r ",..c h;,' C-10113 `,„fsr -.1 r. .1 1 ALTERNATE BID-SIGNAGE&PAVEMENT MARKING ITEM BID UNIT NO. ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT 1 , - 1 Small Rdsd.sign Assembly(Ty A) EA 43.00 Z 45:00 //, 39s, od 2 Small Rdsd.sign Assembly(Ty C) EA 1.00 4190•0d 4196• 'D0 _ "t 3 Small Rdsd.sign Assembly(Ty D-4) EA 2.00- V/p,0o ezo. 00 4 Small Rdsd.sign Assembly(Ty F) EA 2.00 ?,CO. 700.410 .1 5 Small Rdsd.sign Assembly(Rail Mounted) EA 1.00 72.0.c0 7Zo.00 6 Refl. Pay Mrk.Ty I(W)(4")(Sld) LF 25,294.00 0•Z.0 (.0 S S'S° L.31 7 Refl.Pay Mrk.Ty I(W)(4")(Bkn) LF 60.00 C:)* 17/0 2.54 00 8 Refl. Pay Mrk.Ty I(W)(8")(SId) LF 3,827.00 to•siS /,722 •/S r:.] 9 Refl. Pay Mrk.Ty I(W)(12")(Sld) LF 1,180.00 2.30 ZJ7/t/,00 10 Refl.Pay Mrk.Ty I(W)(24")(SId) LF 195.00 `�'• g 9,j�o.od 11 Refl.Pay Mrk.Ty I(Y 4" Sld LFOs Z0 / )( )( ) 28,637.00 ,l 727 c/O 12 Refl.Pay Mrk.Ty 1(Y)(24")(SId) LF 445.00 J•1)0 2J 225.do 13 Refl.Pay Mrk.Ty I(W)(Word) EA 12.00 gs•oa 4 0 Zo.00 p 14 Refl. Pay Mrk.Ty I(W)(Arrow) EA 12.00 8�'ao 11 O ZO.,00 L. 46 15 Refl.Pay Mrk.Ty Il(W)(4")(S1d) LF 25,779.00 0• '5" 3,866.Sr ( o..s'o 16 Refl. Pay Mrk.Ty II(W)(4")(Bkn) LF 60.00 30• c C 17 Refl. Pay Mrk.Ty II(W)(8")(Sld) LF 2,827.00 0•70 f?iig •/d 3 18 Refl. Pay Mrk.Ty II(W)(12")(Sld) LF 1,181.00 /1 SO /77',so / 19 Refl.Pay Mrk.Ty II(W)(24")(SId) LF 195.00 3•ao S'g,s•00 20,Refl. Pay Mrk.Ty 11(Y)(4")(Sld) LF 28,637.00 O'I( 41, Z2S s$' , 21 Refl. Pay Mrk.Ty II(Y)(24")(Sld) LF 445.00 S. 0 0 1133 S•0 0 22 Object Markel-ABM Type I(OM-1 R) EA 2.00 /610' °o Zoo,o 0 23 Refl. Pay Mrk.Ty;ll(W)(W.ord) EA 12.00 2 5.•o 0 300.0 0 24 Refl.Pay Mrk.Ty II(W)(Arrow) EA 12.00 2s•ca 3va,o-c , .;,vt .ily .''- t C-11113 ALTERNATE BID-SIGNAGE&PAVEMENT MARKING 7 ITEM BID UNIT i NO. ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT 25 Raised Pvm't Mrkr CI B(Refl)TY II-A-A EA 1,326.00 Z'Cd ;i3/6'' co • 26 Raised Pvm't Mrkr CI B(Refl)TY I-C EA 361.00 2. 50 90 z.So `" 27 Eliminate Exist.Pay Mrk.&Mrkr.(4") LF 540.00 O.51) 27o, o0 28 Eliminate Exist.Pay Mrk.&Mrkr.(8") LF 810.00 b oo . /49.4'61 29 Eliminate Exist.Pay Mrk.&Mrkr.(12") LF 440.00 2•et,O 880.00 30 Eliminate Exist.Pay Mrk.&Mrkr.(24") LF 144.00 3' o o 7 3Z•e 0 31 Eliminate Exist.Pay Mrk.&Mrkr.(Arrow)) EA 10.00 • co 200•a 43 32 Eliminate Exist.Pay Mrk. &Mrkr.(Word) EA 10.00 Zo •'d0 ZOD •oo r: 33 Pay Surf.Prep.for Mrks. Q (Blast Clean)(4") LF 53,851.00 CP. /f v/o 7'4.5" I 34 Pay Surf. Prep.for Mrks. (Blast Clean)(8") LF 2,827.00 D.2O Sty i161 35 Pay Surf.Prep.for Mrks. (Blast Clean)(12") LF 1,200.00 O. 1 ' O O.e e 36 Pay Surf.Prep.for Mrks. gOo.ov r: -- /• 25" ft6 (Blast Clean)(24") LF 640.00 37 Pay Surf. Prep.for Mrks.(Blast Clean) (Word) EA 12.00 2�' o� ,T pd'oc/ 38 Pay Surf. Prep.for Mrks.(Blast Clean) (Arrow) EA 12.00 ZS'o 0 3 00.0 0 7 SUBTOTAL ALTERNATE BID t61j 0(G•/i0 • fi '- ,N :r '' ii 'l4 . ; re M,'. :,_,4',, Y ` .1%., C-12113 .P4' S• ti r ' r BID SUMMARY 1 SECTION"A" $ //9 53/. 33 SECTION"B" $ /I1 00 0• ad SECTION"C" $ 3,9NJ 7//•5.0 r SECTION"D" $64 ��7, 399•38 SECTION"E" $ 2 2. ' D'to. 8'7 1 SECTION "F" $ 100,000.00 TOTAL BASE BID $ /$J /87, &8 Z •e8 ALTERNATE BID $ 6 61 0-5-G.90 1 /► BIDDER: `�'7A bl/ E•gisfEck We. I 7-404c BY < 4Q(- f $y.t. arr, def P4Er oeJr \\, a��oin,„ ADDRESS' /�j3 r a hlortd,f.+,Aow) Rp. �%I p". `,.��y� .............,,�,o;,; gasrau.)) -)c 77019 +r (7. +� TELEPHONE: (09/) 987-8767 a.¢: m= [L 7.. to S DATED. & -Z.>-02 ATTEST //�rrrronfiestda, plactirciiiiiiiffilttiON��,,`` Secretary of Corporation (Corporate seal if Bidder is Corporation) Receipt and Acknowledgement of the following Addendum to TECHNICAL SPECIFICATIONS and PLANS are hereby made: Addendum No: / Dated: C161'0 Z Addendum No: 2 Dated. 6. -leg-Or._ STATEMENT OF MATERIALS AND OTHER CHARGES Pursuant to the Texas State Tax Code,contracts must be separated for materials to be exempt from the sales tax. The following information is provided to qualify as a separate contract. Materials Incorporated Into the Project: $ !� /S7 6oB2.08 All Other Charges: ,▪ ,,C• $ 3/ coo, 0O0 • c0 T.',2,:5 1: r",ipi rt'1 r'1, Total: ,.sP~,, ;,c.,.1,;'{ x} `t .'i`'`- <.i. $ !OJ /8I, �o82' t R".ram- -.-,i y ".,:• . qi. .--,• 4 a , R r "1':.Fyn: :,,,,�4�,1-Y C-13/13 ADDENDUM NO 1 CITY OF PEARLAND PEARLAND PARKWAY (NORTHBOUND LANES) 2,700' NORTH OF BROADWAY(FM 518)TO BELTWAY 8 STA. 31+00 TO 88+00 AND STA. 116+00 TO 186+00 B 2001 060 May 14, 2002 The changes, corrections, additions, and clarifications contained herein are to be incorporated in the plans and specifications and shall take precedence over them m so far as they apply At the time of issuance, this addendum becomes part of the plans and specifications, and each contractor/vendor in formulating his bid shall take into account the following items: GENERAL. 1 For this project a field office shall be provided in accordance with TxDOT specification Item 504 "Type C Structure, Field Office." 2. A 72 hour time interval shall be adhered to between the mixing and remixing of the lime material. 3 The City of Pearland shall pay for all lab work in this project. 4 Contractor is responsible for the staking of this project. 5 No burning of waste material will be permitted on site. 6 Wetland permitting and mitigation requirements are being addressed by the City of. Pearland. 7 For this project the excess excavated material shall be bid as material to be hauled off site. 8 All concrete pavement is to be shpformed and will contain expansion joints. 9 All on-site excavated material for this project shall be unsuitable for use as backfill material on this project. • 10 As noted on sheet 7 of the plans,under Item 162, St. Augustine will be the required Block Sodding for this project. 11 Concrete surfaces shall receive surface finishes as called for on sheet 8 of the plans and in accordance with TxDOT specifications Item 420.23 and Item 427 This work shall be subsidiary to the various biditen*o.,4;the contract. T:PRIA0403/Re-Letting yi d'endum'No 1 - 1/2 t4„ i:. t�• C..Nc:c n.yy ipkr' ^h j,}vy.=,4::,e.i,;,tit`'��t{�.� '•�?!Cti°h�+"'k�.Y?A'�:r: 12. Roadway pavement reinforcing shall be#6 at 18" c-c longitudinally and#6 at 24" c-c transverse in lieu of the reinforcing as shown on TxDOT standard drawing"Jointed Reinforced Concrete Pavement Details" sheet 153D 13 Quantity for Bid item 4" Steel Electrical Conduit as shown is for one side of roadway Plans indicate that electrical conduit is to be installed on both sides of roadway but only the east side shall be installed under this contract. 14 Rock Filter Dam (Type 2)with galvanized woven wire mesh will be installed just downstream of the north and south storm sewer outfalls at Clear Creek. The quantities on the Bid Sheet include these items. :t 1'�' )•; ;fit;r, •s`�;��.� .,J, T:PRL00403/Re-Letting Addendum/Addenduni,doe C ,� ; ;f� n.Ad'den--'4 Nq 1 2/2 C I A1ti "r t iy�.:l��•• ��hry7j1 . v ADDENDUM NO 2 CITY OF PEARLAND PEARLAND PARKWAY (NORTHBOUND LANES) 2,700' NORTH OF BROADWAY(FM 518) TO BELTWAY 8 STA. 31+00 TO 88+00 AND STA. 116+00 TO 186+00 B 2001-060 June 18, 2002 The changes, corrections, additions, and clarifications contained herein are to be incorporated in the plans and specifications and shall take precedence over them in so far as they apply At the time of issuance,this addendum becomes part of the plans and specifications, and each contractor/vendor in formulating his bid shall take into account the following items. GENERAL 1 Bid date of June 20th,2002 has not changed. 2. The"Special Fill Dirt Condition"is deleted from the contract. Contractor may negotiate a separate contract agreement with the property owner mentioned in the Notice to Bidders "Special Fill Dirt Condition"for possible placement of excess soil. 3 Roadway embankment shall have a maximum LL of 65 and PI of 35 with the top 12" being lime stabilized with 6%lime. Non-Roadway embankment shall have a maximum LL of 65 and PI of 45 4 Backfill material for storm sewers (48"diameter or larger and Boxes)in paved areas shall have a maximum LL of 65 and PI of 35 For limits of Cement Stabilized Bedding& Backfill see Items 11 and 12 of this addendum. 5 Backfill material for all storm sewers and boxes in unpaved areas shall be on-site excavated material to bottom of embankment. For limits of Cement Stabilized Bedding& Backfill see Items 11 and 12 of this addendum. 6 For this project no galvanized inlet grates or manhole lids will be used. 7 Inlets and manholes shall be only pre-cast or cast-in-place. 8. No steps will be required in inlets or manholes. 9 Manhole lids shall bear the City of Pearland emblem. 10 Cast-in-place box culverts will be allowed. ,14"4"Q",,NV?0,i • f.l4y,,5;1$. J ;';C'!.1; :.•y. TAPr100403\2001\RE-LETTING.Opt,VpUIv1\Adcl4;112:itf" 2 - 1/ i;u ,Y.ej Y.• tlMr;i1M:�'roty'•. ��`•N,y �',�,r 11 Cement stabilized backfill for pipes 42"in diameter and smaller in a paved area shall be up to 12"below the bottom of the pavement subgrade/embankment. 12. Cement stabilized backfill for pipes and boxes in unpaved areas shall be up to 12"above the top of pipe or box for all sizes. Cement stabilized backfill for pipes 48" and larger and Boxes in paved areas shall be up to 12"above the top of pipe or box for all sizes. Rest of backfill shall be per Item 4 or 5 of this addendum whichever applies. 13 A 4"minimum cement stabilized bedding will be provided below all pipes and boxes. 14 The limits of pay for cement stabilized backfill shall be to 1 FT outside the pipe or box for all sizes in lieu of what is shown on the TxDOT standard"Excavation&Backfill Diagrams" 15 The bid quantity for the Item"Cement Stabilized Backfill"is revised from 5,221 CY to 14,706 CY 16 The bid quantity for the Item"Conc. Box Culv (8x10)"is revised from 885 LF to 504 LF -17 The bid quantity for the Item"Conc. Box Culv (8x8)"totaling 381 LF is added. 18 The quantity for bid item"RC Pipe(CL III)(24")"is revised from 2,156 LF to 2,136 LF 19 The quantity for bid item"RC Pipe(CL III)(30")"is revised from 1,130 LF to 1,174 LF 20 The quantity for bid item"RC Pipe(CL III)(36")"is revised from 2,302 LF to 2,049 LF 21 The quantity for bid item"Inlet(Compl)(Ty E)"is revised from 23 EA to 22 EA. 22. The headwall designation for the 12 x 10 box culvert shown on plan sheet number 42/215 shall be revised to read"TY SW"instead of"TY PW" 23 Quantities for sewer excavation and cement stabilized backfill were added to plan sheet 49 24 Quantities for sewer excavation and cement stabilized backfill were removed from plan sheet 54 25 Quantities for 18"RCP were added to plan sheet 35 26 Quantities for 18"RCP were removed from plan sheet 36 27 Quantities for 18"RCP were added to plan sheet 49 28. Quantities for 18"RCP were fem'ov,ed from plan sheet 54 TAPrloo4omoomE-LETTING. ''d.ADDEI , 00iti2 rtf.�`eridii'•'f' " " Yy`r ;f4 ,Adcl` rio 2 - 2/4 29 Quantities for 24"RCP were removed from plan sheet 24 30 Quantities for 30"RCP were revised for plan sheet 24. 31 Quantities for 30"RCP were removed from plan sheet 37 32. Quantities for 30"RCP were added to plan sheet 38. 33 Quantities for 36"RCP were removed from plan sheet 38. 34 Quantities for Type"E"Inlet were removed from plan sheet 40. 35 Quantities for Type"A"Manhole were removed from plan sheet 19 36. Quantities for Type"A"Manhole were added to plan sheet 20 37 Quantities for 24" safety end treatment were removed from plan sheet 43 38 Quantities for 24" safety end treatment were added to plan sheet 44 39 All concrete pavements are to have a Carpet Drag surface texturing in lieu of a Tined surface. 40 Membrane Cunng instead of Polyethylene Film Curing shall be used on this project. 41 Concrete deck panels shall be used for the construction of the bridge decks. 42. No temporary bndging will be permitted across Clear Creek. 43 Access across project limits from Sta. 88+00 to Sta. 116+00 shall be coordinated with other contractors working in that area. 44 The existing Haul road off of Old Alvin Rd. may be used as an access even though the bridge crossing at Hickory Slough&Old Alvin is a load zoned structure.No construction traffic will be permitted thru the City of Pearland. 45 The City of Pearland has contracted Murillo Laboratories to do the testing. A representative will be on the project site during construction hours. -S 46 A separate water line project within this project area is planned to go to construction at the same time this project will be under construction. Priority shall be givenrto thei construction of the underground facilities at Barry Rose and Westminister crossings that this water line will be crossing to prevent any delays in the construction of the water line. T•\Pr100403\2001\RE-LETTING ADDEND.>LIIVIWigi4iiilgitf ',,-Or AcideiiclumN0.2 - 3/4 47 Land clearing of forested wetlands from approximately Sta. 169+00 to 170+20 and from 163+20 to 165+00 shall be done using chain saw Or hydro axe or other methods approved by the Engineer 48. The limits of construction are restricted to a 150 FT width in the area of the bridge and wetland areas. 49 Haul roads, equipment staging areas, and borrow and disposal sites will require Corps of Engineers approval prior to initiating the activity 5'0 Bid sheets 5/13 and 6/13 have been revised. Bidders are to use the attached Bid Sheets for bidding purposes. ,troblY�robkWWl.11,4z..(.ii il`r,. .I t 1':.y TAPr100403\2001\RE-LETTING.ADDENDU VI�Ad'den�iiartf:. ,; ,•_ ' ,s lY?:�"p�,�t r. �7 . 4 :, •,a;.:�.., aaendu;z►- Ta 2-4/ SECTION"B"-BELTWAY 8 SIGNAGE ITEM BID UNIT NO ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT 1 Large Roadside Sign EA 2.00 2 Fabricate&Install new overhead sign panels EA 2.00 SUBTOTAL SECTION"B" SECTION"C"-DRAINAGE ITEM BID UNIT NO, ITEM DESCRIPTION UNIT , QUANTITY PRICE AMOUNT 1 Sewer Excavation CY 60,969.00 2 Cement Stabilized Backfill CY 14,706.00 3 Trench Excavation Protection LF 13,313.00 4 Reinf Conc. Pipe(CI 11I)(18") LF 1,619.00 5 Reinf Conc. Pipe(C1 III)(24") LF 2,136.00 6 Reinf Conc. Pipe(CI lll)(30") LF 1,174.00 7 Reinf Conc. Pipe(CI III)(36") LF 2,049.00 8 Reinf.Conc. Pipe(CI III)(42") LF 1,952.00 9 Reinf. Conc. Pipe(CJ III)(48") LF 790.00 10 Reinf Conc.Pipe(CI 1(I)(54") LF 1,116.00 11 Reinf.Conc.Box Culvert(4'x 4') LF 1,035.00 12 Reinf Conc.Box Culvert(5'x 3') LF 130.00 13 Reinf. Conc.Box Culvert(6'x 5') LF 1,505.00 14 Reinf. Conc.Box Culvert(6'x 6') LF 660.00 15 Reinf.Conc.Box Culvert(8'x 8') LF 381.00 f. 16 Reinf.Conc.Box Culvert(8x 10') LF 504.00 17 Reinf.Conc. Box Culvert(10'x 10') LF 1,215.00 18 Reinf.Conc.Box Cu(vert(12'x 10') LF 1,712.00 19 Culv Hdwl 3-8'x8' EA 2.00 20 Culv Hdwl 4-8'x10' �tk'' `r ,•4t..,� -EA 2.00 21 Culv Hdwl 3-10'x10' ,t�. an ,,`= + r;r, ; - '` ,EA• 2.00 Addendum No.2 C-5/13 SECTION"C"-DRAINAGE ITEM BID UNIT NO. ITEM DESCRIPTION UNIT QUANTITY PRICE AMOUNT , 22 Culv Hdwl 12'x10' EA 1.00 23 Inlet(compl)(Ty C) EA 24.00 24 Inlet(Stage 1)(Ty C) EA 23.00 25 Inlet Extension(Ty C) EA 7.00 26 Inlet(compl)(Ty AD) EA 52.00 27 Inlet(compl)(Ty MD) EA 12.00 27 Inlet(compl)(Ty E) EA 22.00 28 Manhole(compl)(Ty A) EA 18.00 29 Junction Box w/Manhole EA 5.00 30 Safety End Treatment(Ty 1l)(18")(4 1) EA 30.00 31 Safety End Treatment(Ty II)(181(6:1) EA 4.00 32 Temp Sed Cont Fence LF 22,180.00 33 Temp Sed Cont Fence(Rem&Repl) LF 9,705.00 34 Temp Sed Cont Fence(Remove) LF 22,180.00 35 Rock Filter Dam(TY 2) LF 240.00 36 Rock Filter Dam(TY 2)(Rem&Repl) LF 480.00 37 Rock Filter Dam(TY 2)(Remove) LF 240.00 38 Construction Exit Type 1 SY 210.00 39 Safety End Treatment(Ty II)(24")(6:1) EA 2.00 40 Safety End Treatment(Ty II)(36")(4.1) EA 1.00 SUBTOTAL SECTION"C" Addendum No.2 C .•' ytt t_a . .,i •Yx R f �'� n• C-6/13 SECTIGI3 SMg14T GF S AGgB TAB Fob • • %s '�. *tie :�,• ��.▪ :�i l-e£4f; AGREEMENT BETWEEN OWNER AND CONTRACTOR ON THE BASIS OF A STIPULATED PRICE 1 THIS AGREEMENT is dated as of the day of i the year 2002 by and between the City of Pearland, Texas (hereinafter called OWNER) and Champagne Webber, Inc., Texas (hereinafter called CONTRACTOR) OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth, agree as follows. Article 1 WORK. CONTRACTOR shall complete all Work as specified or indicated m the Contract Documents. The Work is generally described as follows PEARLAND PARKWAY (NORTHBOUND LANES) 2,700'NORTH OF BROADWAY(FM 518)TO BELTWAY 8 STA. 31+00 TO 88+00 AND STA. 116+00 TO 186+00 B 2001-060 Article 2. ENGINEER. The Project has been designed by Walsh/Freese and Nichols - Lockwood, Andrews &Newnam who is hereinafter called ENGINEER and who is to act as OWNER'S representative, assume all duties and responsibilities and have the rights and authority assigned to the ENGINEER in the Contract Documents in connection with completion of the Work in accordance with the Contract Documents. Article 3. CONTRACT TIME. 3 1 The Work will be substantially completed within 335 calendar days from the date when the Contract Time commences to run as provided in the General Conditions, and completed and ready for final payment in accordance with the General Conditions within 365 calendar days from the date when the Contract Time commences,to run. Contract time will commence to run 10 days after the date of the written Notice to Proceed if not otherwise agreed upon. 3.2. Bonus for Early Completion. Upon demonstration of Final Completion, before the expiration of 365 calendar days, the Contractor shall be additionally compensated at an amount of$500 00 per day for every remaining calendar day not used of the contract. Such amount shall be a bonus and shall be added to the contract in addition to all other bid item amount earned under the terms sof the construction documents. Final completion as used -:. . w 5 Revised May 2002 herein shall not be construed as "substantial completion" All payments, waivers and releases must have been made and executed,and a Certificate of Final Completion must have been issued by Walsh/Freese&Nichols, Inc, or their assigns or successors. 3.3 Liquidated Damages. OWNER and CONTRACTOR recognize that time is of the essence of this Agreement and that OWNER will suffer financial loss if the Work is not completed within the times specified above,plus any extensions thereof allowed in accordance with the General Conditions. They also recognize the delays, expense and difficulties involved in proving in a legal or arbitration proceeding the actual loss suffered by OWNER if the Work is not completed on time. Accordmgly, instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated damages for delay (but not as a penalty) CONTRACTOR shall pay OWNER Five Hundred Dollars($500.00) for each day that expires after the time specified for Substantial Completion until the Work is substantially complete. After Substantial Completion if CONTRACTOR shall neglect,refuse or fail to complete the remaining Work within the Contract Time or any proper extension thereof granted by OWNER, CONTRACTOR shall pay OWNER Five Hundred Dollars ($500.00) for each day that expires after the time specified above for completion and readiness for fmal payment. 3 4 Special Liquidated Damages. The OWNER and CONTRACTOR agree that the CONTRACTOR shall pay OWNER seven hundred fifty Dollars($750 00)for each calendar day that expires after May 26,2003,for the portion of prof ect between stations 116+00 and 186+00 not ready for operation. Article 4. CONTRACT PRICE. 41 OWNER shall pay CONTRACTOR for completion of the Work in accordance with the Contract Documents in current funds as follows Article 5. PAYMENT PROCEDURES. CONTRACTOR shall submit Applications for Payment in accordance with the General Conditions. Applications for Payment will be processed by ENGINEER as provided in the General Condition's. 5 1 Progress Payments. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR'S Applications for Payment as recommended by ENGINEER,on or about the close of business on 25th day.of each month during construction as provided below All progress payments will be on the basis of the progress of the Work measured by the schedule of values established in the General Conditions (and in the case of Unit Price Work based on the number of units completed) or, m the event there is no schedule of values, as provided in the Revised May 2002 General Requirements. Pay estimates must be in and approved by the first day of each month. 5 1 1 Prior to Substantial Completion,progress payments will be made in an amount equal to the percentage indicated below, but, in each case, less the aggregate of payments previously made and less such amounts as ENGINEER shall determine,or OWNER may withhold, in accordance with the General Conditions. 95% of Work completed. 95% of materials and equipment not incorporated in the Work (but delivered,suitably stored and accompanied by documents satisfactory to OWNER as provided in the General Conditions) 5.2.Final Payment.Upon final completion and acceptance of the Work m accordance with the General Conditions,OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER. Article 6. OMITTED Article 7. CONTRACTOR'S REPRESENTATIONS. In order to induce OWNER to enter into this Agreement CONTRACTOR makes the following representations. 7 1 CONTRACTOR has familiarized itself with the nature and extent of the Contract Documents, Work, site, locality, and all local conditions and Laws and Regulations that in any manner may affect cost,progress,performance or furnishing of the Work. 1.2. CONTRACTOR has studied carefully all reports of explorations and test of subsurface conditions and drawings of physical conditions, and accepts the determination set forth in such reports and drawings upon which CONTRACTOR is entitled to rely 7.3 CONTRACTOR has obtained and carefully studied(or assumes responsibility for obtaining and carefully studying)all known reports,studies and drawings which pertain to the subsurface or physical conditions at or contiguous to the site or otherwise may affect the cost, progress,performance or furnishing of the Work as CONTRACTOR considers necessary for the performance or furnishing of the'Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents, and no additional examinations, investigation,explorations,tests,reports,studies or similar information or data are or will be required by CONTRACTOR for such purposes. 7 4 CONTRACTOR has reviewed and checked all information and data shown or indicated on the Contract Documents with respect to existing Underground Facilities at or contiguous to the site and assumes responsibility for the accurate location of said Underground Facilities. No additional examinations, investigations, explorations,tests, reports, studies or similar information or data in respect of said Underground Facilities are or will be required by CONTRACTOR in order to perform and furnish the Work at the Contract Price,within the Contract Time and in accordance with the other terms and conditions of the Contract Documents. 7.5 CONTRACTOR has correlated the result of all such observations, examinations,investigations,explorations,tests,reports,and studies with the terms and conditions of the Contract Documents. 7 6.CONTRACTOR has given ENGINEER written notice of all conflicts,errors or discrepancies that he has discovered in the Contract Documents and the written resolution thereof by ENGINEER is acceptable to CONTRACTOR. Article S. CONTRACT DOCUMENTS. The Contract Documents which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work consist of the following: 8 1 This Agreement(pages 1 to 6 , inclusive) 8.2. Exhibits to this Agreement(pages 1 to 13 inclusive) (Contractor's Bid Proposal). 8.3 Performance and other Bonds, and Certificate of Insurance. 8 4 Proof of Insurance. 8.5 Notice of Award. 8.6 Specifications and Drawings bearing the title Pearland Parkway (Northbound Lanes), -B 2001-060 as listed and included therein. 8 7 The following which may be delivered or issued after the Effective Dat'e:of the Agreement and are not attached hereto All Wntten Amendments and other documents amendmg,modifying,or supplementing the Contract Documents pursuant to the General Conditions. ,� - 4 8.8 The documents listed in paragraphs 8.2 et seq above are attached to this agreement(except as expressly noted otherwise above). There are no Contract Documents other than those listed above in this Article 8 The Contract Documents may only be amended,modified or supplemented as provided in the General Conditions. Article 9. MISCELLANEOUS. 9 1 Terms used in this Agreement which are defined in the General Conditions will have the meanings indicated in the General Conditions. 9.2.No assignment by a party hereto of any rights under or interests in the Contract Documents will be binding on another party hereto without the written consent of the party sought to be bound, and specifically but without limitation moneys that may become due and moneys that are due may not be assigned without such consent(except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 9.3 OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and legal representatives to the other party hereto, its partners, successors,, assign's and legal representatives in respect of all covenants, agreements and obligations contained in the Contract Documents. Article 10. OTHER PROVISIONS. None. (SEE NEXT PAGE) tJ S IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in triplicate. One counterpart each has been delivered to OWNER, CONTRACTOR and ENGINEER. All portions of the Contract Documents have been signed or identified by OWNER and CONTRACTOR or by ENGINEER ontheir behalf. This Agreement will be effective on 3�g), , 2002. CHAMPAGNE-WEBBEA INC..TEXAS OWNER .City of Pearland,Texas CONTRACTOR 06gbiACAf BY BY ,o8 .Fy, ,c�•... .. City Manager ,,T�6 p�ARLq � •moo S c [CORPORATE SE ' •N E [CORPORATE SEAL] =fit N x � • 4,17 Attest o.000.o.00 P 0�4 Attest 0dA ,Ver.40- %„,,,,,►��, „°°```°°°\. ®ems Addre or gi ing notice BBB"®�,,,,10ee�a�e��`°�e Address for giving notices 3519 Liberty Drive /51333 e/✓ S/14 4,J Pearland, Texas 77588 /.11. - , 7 ✓4s 7 7os' Telephone 281-652-1600 License No lPa (If OWNER is a public body, attach evidence of authority Telephone No.2 SI'187— 6-7 8-7 to sign and resolution or other documents authorizing Agent for service of process• execution of Agreement.) WAR. V U'J (If CONTRACTOR is,a corporation, • attach evidence of authority tq'?: sign.) 6 Revised May 2002 ' • � BOND No. 4SBC,SBS0174 • Performance Bond Know All Men By These Presents 44 THE HARTFORD That Cha)m a , e Webber exas 14333 Chrisman Road Houston TX 77039 p..g°.-. Inc,.+ (Here insert the name and address, or legal title, of the Contractor) as Principal, hereinafter called Contractor, and the Hartford Fire Insurance Company. , a corporation organized and existing under the laws of the State of CQnlpecticut , with its principal office in the City of Hartford , as Surety, hereinafter called Surety, are held and firmly bound unto ci),y,of P.W.Iancl 5,19 Lill.i y Drive,.earlanli%TX.77$$1 (Here insert the name and address, or legal title, of the Owner) as Obligee, hereinafter called Owner, in the amount of a 1 Ten �'111.'(cp. TWA Htin4re4 FlftY. Thrc Thousand Seyen liurAre4 Thirty, fight ARc( q.L Dollars ($ $AQe�t.S34.73Ra9$ ), for the payment whereof Contractor and Surety bind themselve,their heirs, executors,administrators, successors, and,assigns, jointly and severally, firmly by these presents. Whereas,Contractor has by written agreement dated entered into a contract with Owner for Fgar11.4n4 Paglf}yay Ncrthbgpnfl bane§270 fI.Nortl}ipf gr Rain Y.tq$eltA:aY.8,AO No. AQ01-QC0 in accordance with drawings and specifications prepared by (Here insert full name,title and address) which contract is by reference made a part hereof, and is hereinafter referred to as the CONTRACT Now, Therefore, the condition of this obligation is such that, if Contractor shall promptly and faithfully perform said CONTRACT,then this obligation shall be null and void, otherwise it shall remain in full force and effect. The Surety hereby waives notice of any alteration or extension of time made by the Owner Whenever Contractor shall be, and declared by Owner to be in default under the CONTRACT,the Owner having performed Owner's obligations thereunder,the Surety may promptly remedy the default, or shall promptly (1) Complete the CONTRACT in accordance with its terms and conditions, or (2) Obtain a bid or bids for completing the Contract in accordance with its terms and conditions, and upon determination by Surety of the lowest responsible bidder, or, if the Owner elects upon determination by the Owner and the Surety jointly of the lowest responsible bidder, arrange for a contract between such bidder and Owner, and make available as Work progresses (even though there should be a default or a succession of defaults under the contract or contracts of completion arranged under this paragraph) sufficient funds to pay the cost of complete in less the balance of the contract price, but not exceeding, including other costs and damages for which the Surety may be liable hereunder, the amount set forth in the first paragraph hereof The term "balance of the contract price," as used in this paragraph, shall mean the total amount payable by Owner to Contractor under the Contract and any amendments thereto, less the amount properly paid by Owner to Contractor Any suit under this bond must be instituted before the expiration of two (2) years from the date on which final payment under the CONTRACT falls due No right of action shall accrue on this bond to or for the use of any person or corporation other than the Owner named herein or the heirs, executors, administrators or successors of the Owner `"�1�t1►rrlrp,++++ .��`�� EB BEA Signed and sealed this 3rd day of July A,Ei4e;(102' , ma's PRINCIPAL ( prate .:f, , Witness (If Individual/Partnership) Name - • =Q T= Champa e-Webber nc.,Texas 2`;. .. A e t /Jr r Ion) Signatur f p/ L* • YType ame and Title ++ii r N��\'\``\``a /� n +1111111110 C,4,g4-E3 /e�i'112.Iv� V'II / SURETY (Corporate Seal) , ,� �[ Name "• :,:ATERSMATURE.t/ rye,� "v'`l ltf Hartford Fire Insurance Company Steve E. White, Texas Resident Agent Signature /14 License #00008173372 By Typed N me O1.4/1 Kathleen M.Irelan Attorney-in-fact Form S-3213-6 (A.I.A.Form—Document No A-311 February 1970 Edition Approved by The American Institute of Architects) Printed in U.S.A. BOND No.35BCSBS0174 Labor And Material Payment Bond r (NOTE:THIS BOND IS ISSUED SIMULTANEOUSLY WITH PERFORMANCE BOND ON PAGE 1, IN FAVOR OF THE OWNER CONDITIONED FR THE FU PERFORMANCE OF THE CONTRACT;L AND FAITHFUL THE HARTFORD m . KNOW ALL MEN BY THESE PRESENTS That Champagne—Webber Inc. , Texas 143 ,J ch -isms.}} 13-oad,, ii4.1}tis, o11,, TX. 27439 (Here insert the name and address, or legal title, of the Contractor) as Principal, hereinafter called Principal, and the Hartford Fire Insurance Company , a corporation organized and existing under the laws of the State of Connecticut , with its principal office in the City of Hartford , as Surety, hereinafter called Surety, are held and firmly bound unto City of Pearland 3519 Liberty Drive? Pearland, TX 77581 (Here insert the name and address, or legal title, of the Owner) as Obligee, hereinafter called Owner, for the use and benefit of claimants as hereinbelow defined, in the amount of Ten Million Two Hundred Fifty Three Thousand Seven Hundred Thirty Eight and 98/100 (Here insert a sum equal to at least one-half of the contract price) Dollars ($10,253.;738.98--- ), for the payment whereof Principal, and Surety bind themselves, their heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents. Whereas, Principal has by written agreement dated entered into a contract with Owner for Pearland Parkway Northbound Lanes 2700 ft North. of Broadway to Beltway 8,,, Job No. 2001-060 in accordance with drawings and specifications prepared by (Here Insert full name, title and address) which contract is by reference made a part hereof, andl,is hereinafter referred to as the CONTRACT Now, therefore, the condition of this obligation is such that, if the Principal shall promptly make payment to all claimants as hereinafter defined, for all labor and material used or reasonably required for use in the perfor- mance of the CONTRACT, then this obligation shall be void, otherwise it shall remain in full force and effect, subject, however, to the following conditions. 1 A claimant is defined as one having a direct contract with the Principal or with a sub-contractor of the Principal for labor, material, or both, used or reasonably required for use in the performance of the contract, labor and material being construed to include that part of water, gas, power, light, heat, oil, gasoline, telephone service or rental of equipment directly applicable to the CONTRACT 2. The above named Principal and Surety hereby jointly and severally agree with the Owner that every claim- ant as herein defined, who has not been paid in full before the expiration of a period of ninety (90) days after the date on which the last of such claimant's work or labor was done or performed, or materials were furnished by such claimant, may sue on this bond for the use of such claimant, prosecute the,,suit to final judgment for such sum or sums as may be justly due claimant, and have execution theregtr The Owner shall not be liable for the payment of any costs or expenses of any such suit. ° 3. No suit or action shall be commenced hereunder by any claimant, (a) Unless claimant, other than one having a direct contract with the Principal, shall have giver1 written notice to any two of the following The Principal, the Owner, or the Surety above named, within ninety'(90) days after such'claimant did„or performed the last of the work or labor, or furnished the last of te"materials for which said claim is made,:'stating with substantial accuracy the amount claimed and the name of the party to whom the materials were furnished, or for whom the work or labor was done or performed Such notice shall be served by mailing the same by registered mail or certified mail, postage prepaid, in an envelope addressed to the Principal, Owner or Surety, at any place where an office is regularly maintained for the transaction.of business, or served in any manner in which legal process may be served in the state in which the aforesaid project is located, save that such service need not be made by a public officer (b) After the expiration of one (1) year following the date on which Principal ceased work on said CONTRACT, it being understood, however, that if any limitation embodied in this bond is prohibited by any lawcontrolling the construction hereof, such limitation shall be deemed to be amended so as to be equal td the minimum period of limitation permitted by such law (c) Other than in a state court of competent jurisdiction in and for the county or other political••subdivision of the state in which the project, or any part thereof, is situated, or in the United States District Court for the district in which the project, or any part thereof, is situated, and not elsewhere 4 The amount of this bond shall be reduced by and to the extent of any payment or payments made in.good faith hereunder, inclusive of the payment by Surety of mechanics' liens which may be filed-of record against said improvement, whether or not claim for the 'amount of such lien be presented under and against this bond. Signed and sealed this 3rd da of July �`�wo tf f (42.G02 g PRINCIPAL £�0.�C�Co'rporate-Set��S Witness (If Individual/Partnership) Name w ,` Champagne-Webber Inc. , Texas '.-1= /t1rn)trn Signa r ^ •j )f11s • By I Co p • Ty,Red Nam, and Itle '�.��J CA/An./Gs /tee,vE— V� SURETY (CofObfdWt "teal) • Name COUNTERSIGNATURE; C�7 ; Hartford lore Insurance Company Steve E. White, Texas. Restdent Agent Signature �-y�� License #000.08173372 By' /'"C ' Typed Name Kathleen M. Irelan Attornewinct Form S-3213-5 Page 2 Printed in U.S.A. " (A.I.A. Form— Document No. A-311 February, 1970 Edition. Approved by The American Institute of Architects) Maintenance Bond Bond No 35BCSBSO174 KNOW ALL MEN BY THESE PRESENTS, That we Champagne-Webber Inc.,Texas 14333 Chrisman Road,Houston,TX,77039 as Principal, and Hartford Fire Insurance Company , a Surety Corporation organized under the laws of the State of Connecticut and duly authorized to do business in the State of Texas as Surety, are held and firmly bound unto City of Pearland,3519 Liberty Drive,Pearland,TX 77581 as Obligee, in the penal sum of Ten Million Two Hundred Fifty Three Thousand Seven Hundred Thirty Eight And 98/ --- ($ $10,253,738.98 ) to which payment well and truly to be made we do bind ourselves, our and each of our heirs, executors, administrators, successors and assigns jointly and severally, firmly by these presents Sealed with our seals and dated the 31st day of WHEREAS, the said Principal entered into a contract with the City of Pearland dated for Pearland Parkway Northbound Lanes 2700 ft North of Broadway to Beltway 8,Job No.B 2001-060 WHEREAS, said contract provides that the Principal will furnish a bond conditioned to guarantee for the period of 1-Year year(s) after approval of the final estimate on said job, by the owner, against all defects in workmanship and materials which may become apparent during said period, and WHEREAS, the said contract has been completed, and was approved on NOW, 'THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH that, if the Principal shall indemnify the Obligee for all loss that the Obligee may sustain by reason of any defective materials or workmanship which become apparent during the period of i-vear years from and after date of acceptance then this obligation shall be void, otherwise to remain in full force and effect. IN WITNESS WHEREOF the said Principal and Surety have caused these presents to 12o�� Y%,,� their seals to be hereunto affixed the day and year first above written. ��; 7; , F Champagne-Webber Inc., Texas =a. n1i Witness (c)x RArs /14X ' co BY: PRINCIPAL Countersignature: Hartford Fire Insurance Company Steve E. White, Texas. Resident Agent �-y�,� License #00008173372 BY ,%etrid6C4 /�C ?"164)(— Kathleen M.Irelan ATTORNEY-IN-FACT VTCS-(2/95) POWER OF ATTORNEY THE HARTFORD HARTFORD PLAZA HARTFORD,CONNECTICUT 06115 I X I Hartford Fire Insurance Company Twin City Fire Insurance Company X Hartford Casualty Insurance Company i Hartford Insurance Company of Illinois •� -in Hartford Accident and Indemnity Company , Hartford Insurance Company of the Midwest I Hartford Underwriters Insurance Company Hartford Insurance Company of the Southeast KNOW ALL PERSONS BY THESE PRESENTS THAT the Hartford Fire Insurance Company, Hartford Accident and Indemnity Company and Hartford Underwriters Insurance Company, corporations duly organized under the laws of the State of Connecticut; Hartford Insurance Company of Illinois, a corporation duly organized under the laws of the State of Illinois; Hartford Casualty Insurance Company, Twin City Fire Insurance Company and Hartford Insurance Company of the Midwest, corporations duly organized under the laws of the State of Indiana; and Hartford Insurance Company of the Southeast, a corporation duly organized under the laws of the State of Florida; having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the"Companies")do hereby make, constitute and appoint, up to the amount of unlimited' D.A. Valenti, Denise A. Madden, Robert Trobec, Kathleen M. Irelan, Ian J Donald of Troy, MI their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above,to sign its name as surety(ies) only as delineated above by ®, 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, and as authorized by a Resolution of the Board of Directors of the Companies on September 12th, 2000, the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary Further, pursuant to Resolution of the Board of Directors of the Companies,the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney SY IX a9'�'`. u w" at1ers, pcW,� e >w "13 n \\ a�.^ �+r mil'- N f -. �•7,./N1{ T� • etorle.r♦�. i op Y! co rms 3 xwar t. %r. 0(04r �I'_ ej ^ v, • .8� brie B7 , ��♦� * fn .k ems.^ Z`.Ii` r A�. ^a• \:':H:' / v�+ne.raa �1A% S yt tDT) .i F7 ,/ ♦- 4tiN F '/��• ::sa�jfkY r wi y`•._ �tyfm H'....,.,. 4 c Zs-�..../`4�,IFr R1°dQ ' 'Iszt f �er,,,�,�o IA r►• • '2y,'--..r fo ea:s atterl Paul A.Bergenholtz,Assistant Secretary John P Hyland,Assistant Vice President STATE OF CONNECTICUT ss. Hartford COUNTY OF HARTFORD On this 19th day of September, 2000, before me personally came John P Hyland,to me known,who being by me duly sworn, did depose and say'that he resides in the County of Hartford, State of Connecticut;that he is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that he knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals;that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority ,tivrN+r t, d�ci ,1(y hlpile • Jean H.Wozniak' CERTIFICATE Notacy P z51ic My Commission Ekpires June 30,2004 �r I,the undersigned,Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above dlid foregoing is a true and correct copy of the Power of Attorney executed by said Companies,which is still in full force effective as of July 3, 2D02 Signed and sealed at the City of Hartford. • T114 liN\ ,1' py�; 14:r ,y��yG9,fr�'�} t! ,. \ Srcdarl Gr ° Y t00�' :I:a,,,�opp� f is nrat� S x sI " _ r7 F • +'SS _'rY ��o �•• g + 18, �l 1967 •` ?cy�:Er: yxlal,cv�;^ 4.10N L.t 1Sg �� sv_;1S 8:••sef 6 ♦ /e 4 7 .. g 7 YF • 3:SlS J 4 �i�� , ��.J q� S! 4 • -*...•..�./ `�Wwrcc.i �A r 1� •4ri clooW,}.+� 10.r'Ie ti♦`�•.tZi..a♦4 Colleen Mastroianni,Assistant Vice President i C `M ;; %_;: iAurFoRD Hartford Fire Insurance Company Twin City Insurance Company Hartford Casualty Insurance Company Hartford Insurance Company of Illinois Hartford Accident and Indemnity Company Hartford insurance Company of the Midwest Hartford Underwriters Insurance Company Hartford Insurance Company of the Southeast Please address inquiries regarding claims for all surety and fidelity products issued by The Hartford's underwriting companies to the following: Phone Number 888-266-3488 Fax-Underwriting 860-547-6672 Fax-Claims 860-547-8265 or 2092 E-mail claims@lstepsurety.com Mailing Address The Hartford The Hartford Fidelity&Bondmg(BOND) Hartford Plaza 690 Asylum Avenue Hartford. CT 06115 IACORDTM CERTIFICATE OF LIABILITY INSURANCE DATE(MM►°D/YY) , ,. ,I 03/01/02 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Aon Risk Services, Inc.of Michigan ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 3000 Town Center HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR Suite 3000 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Southfield MI 48075 COMPANIES AFFORDING COVERAGE COMPANY PHONE-(248)936-5200 FAX- (248)936-5465 A St Paul Fire&Marine Insurance Co. INSURED COMPANY Royal Insurance Co. of America Champagne Webber, Inc.Texas B 14333 Chrisman Rd. COMPANY Houston TX 77039 USA C COMPANY D COVERAGES, , SIR May Apply THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO TYPE OF INSURANCE POLICYNUMBER POLICl'EFFECTIVE POLICI'EXPIRATION LIMITS LTR DATE(\MI/DDA7) DATE(MM/DDIYY) A GENERAL LIABILITY KK04800344 12/31/01 12/31/02 GENERAL AGGREGATE $2,000,000 —__, GL&Auto PRODUCTS-COMP/OP AGG $2,000,000 X COMMERCIAL GENERAL LIABILITY CLAIMS MADE E OCCUR PERSONAL&ADV INJURY $1,000,000 _ OWNER'S&CONTRACTOR'S PROT EACH OCCURRENCE $1,000,000 FIRE DAMAGE(Anv one fire) $300,000 MED EXP(Any one person) $10,000 A AUTOMOBILE LIABILITY KK04800344 12/31/01 12/31/02 COMBINED SINGLE LIMIT $1,000,000 X ANY AUTO Tx Auto— ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Per person) X HIRED AUTOS BODILY INJURY X NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE GARAGE LIABILITY AUTO ONLY EA ACCIDENT ANY AUTO OTHER THAN AUTO ONLY' EACH ACCIDENT AGGREGATE B EXCESS LIABILITY PHN015483 03/01/02 03/01/03 EACH OCCURRENCE $5,000,000 X UMBRELLA FORM COMMERCIAL UMBRELLA COVERAGE AGGREGATE $5,000 000 OTHER THAN UMBRELLA FORM Retained Limit Amoun $10,000 X WC STATU- OTH- A WORKER'S COMPENSATION AND WVK4800571 12/31/01 12/31/02 TORY LIMITS ER EMPLOYERS'LIABILITY Workers Compensation EL EACH ACCIDENT $1,000,000 THE PROPRIETOR/ Fl INCL EL DISEASE-POLICY LIMIT PARTNERS/EXECUTNE $1,000,000 OFFICERS ARE EXCL EL DISEASE-EAEMPLQYEE $1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS FOR INFORMATION ONLY CERTIFICATE HOLDER CANCELLATION , SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE For Information Purposes Only EXPIRATION DATE THEREOF THE ISSUING COMPANY WILL ENDEAVOR TO MAIL c/o Champagne Webber, Inc.Texas 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT 14333 Chirsman Road BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY Houston TX 77039 USA OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE � - 1. ACORD 25S(1/95) . CO ACORD CORPORATION 1988 Cprtifiratp No. smnr2f417F'5 Flnlrlpr Irlpntifipr• CHAMPAGNE-WEBBER INC., TEXAS CONTRACTORS CERTIFIED COPY OF CORPORATE RESOLUTION I WAYNE W WEBBER, President of Champagne-Webber Inc , Texas, a Texas corporation, do hereby certify that the following resolution was adopted by the Board of Directors of the corporation pursuant to the provisions of its Bylaws. The following persons are authorized to execute contracts and other instruments with the Texas Department of Transportation on behalf of Champagne-Webber Inc , Texas . Wayne Webber President Charles Burnett Vice-President Mark Particka Estimator This revision supercedes all previous directives concerning this authorization 44/// Ze/Ze/Z-e,-e&e--/ WAYNE EBBER President Dated.. '7 /5- 02cc f STATE OF TEXAS COUNTY OF HARRIS 2001, pers:onall On this / �� day cjf �, j G(�. Y appeared before me, the above named Wayne W Webber, who acknowledged the execution of the above Certified Copy of Corporation Resolution and stated it to be his free actr:,-and deed. NOTMAND ARY PUS * State of Texan (), ,Sp. 3-?AO1 `'� : :'' a,�y�i , Harris County Comm.E� 1 14333 Chrisman Road • Houston,Texas 77039-1597 (281) 987-8787 • FAX. (281).449-6658 Equal Opportunity Employer Champagne- Webber Inc, 14333 Chrisman Phone. 281-987-8787, ext. # 102 TexasHouston,Texas 77039Fax. 281-449-6658 77039 E-mail. cburnett@wwebber.com Transmittal To City of Pearland, Texas Attn. Mr Ron Bavarian From. Charles Burnett cc 22545 file Date: Wednesday,July 03, 2002 Subject: Certification of NPDES permit,Pearland Parkway NBL project, B2001-060 The certification found below is hereby transmitted in accordance with project documents. I certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES)permit that authorizes the storm water discharges associated with industrial activity from the construction site identified as part of this certification. Champagne-Webber Inc., Texas 4)(), By Charles Burnett,V.P C•\My Documents\Lotus Work\wordpro\memos\cwit\projects\02\22545 NPDES certification.lwp SECTION E LABOR CLASSIFICATION AND MlNNiUM'WAGE,SCALE- LABOR CLASSIFICATION AND MINIMUM WAGE SCALE 1 General. Articles 51-59a of the Revised Civil Statute of Texas,passed by the 43rd Legislature Acts of 1933,page 91, Chapter 45 provides that any government subdivision shall ascertain the general prevailing rate of per diem wages in the locality in which the work is to be performed for each craft or type of workman or mechanic and shall specify in the call for bids and in the Contract the prevailing rate per diem wages which shall be paid for each craft type of workman. This Article further provides that the Contractor shall forfeit, as a penalty, to the City, County, or State, or other political subdivision, Ten Dollars ($10 00)per day for each laborer, or workman, or mechanic who is not paid the stipulated wage for the type of work performed by him as set up in the wage scale. The City of Pearland is authorized to withhold from the Contractor the amount of this penalty in any payment that might be claimed by the Contractor or subcontractor The Act makes the Contractor responsible for the acts of the subcontractor in this respect. The Article likewise requires that the Contractor and sub-contractor keep an accurate record of the names and occupations of all persons employed by him and to show the actual per diem wages paid to each worker and these records are open to the inspection of the City of Pearland. 2. Labor Classification and Minimum Wage Scale General Decision Number TX020048 on labor classifications and wage scales is attached herein. E- 1/1 Revised May 2002 WAIS Document Retrieval Page 1 GENERAL DECISION TX020048 03/01/2002 TX48 Date March 1, 2002 General Decision Number TX020048 Superseded General Decision No TX010048 State TEXAS Construction Type HIGHWAY County(ies) BRAZORIA HARRIS ORANGE FORT BEND JEFFERSON WALLER GALVESTON LIBERTY HARDIN MONTGOMERY HIGHWAY CONSTRUCTION PROJECTS (excluding tunnels, building structures in rest area projects, and railroad construction; bascule, suspension & spandrel arch bridges; bridges designed for commercial navigation; bridges involving marine construction; other major bridges) Modification Number Publication Date 0 03/01/2002 COUNTY(ies) BRAZORIA HARRIS ORANGE FORT BEND JEFFERSON WALLER GALVESTON LIBERTY HARDIN MONTGOMERY SUTX2045A 03/26/1998 Rates Fringes ASPHALT RAKER 8 28 ASPHALT SHOVELER 7 45 BATCHING PLANT WEIGHER 11 11 CARPENTER 10 35 CONCRETE FINISHER-PAVING 9 87 CONCRETE FINISHER-STRUCTURES 9 86 CONCRETE RUBBER 9 00 ELECTRICIAN 16 15 FLAGGER 6 66 FORM BUILDER(STRUCTURES) 9 96 FORM LINER-PAVING & CURB 9 03 FORSETTER (PAVING/CURB) 8 86 FORM SETTER-STRUCTURES 9 05 LABORER-COMMON 7 45 LABORER-UTILITY 8 53 LINEPERSON 7 50 MANHOLE BUILDER (Brick) 8 49 MECHANIC 11 38 OILER 9 56 SERVICER 9 51 PAINTER-STRUCTURES 14 00 PILEDRIVER 10 96 http.//frwebgate.access.gpo gov/cgi-bin/getdoc.cgi?dbname=Davis-Bacon&docid=TX0200, 3/29/2002 WAIS Document Retrieval Page 2 PIPE LAYER 8 49 ASPHALT DISTRIBUTOR 9 47 ASPHALT PAVING MACHINE ±0 05 BROOM OR SWEEPER OPERATOR 8 01 BULLDOZER 9 91 CONCRETE CURING MACHINE 8 80 CONCRETE FINISHING MACHINE 11.79 CONCRETE JOINT SEALER 10 50 CONCRETE PAVING FLOAT 9 30 CONCRETE PAVING SAW 10 01 CONCRETE PAVING SPREADER 9 32 SLIPFORM MACHINE OPERATOR 9 20 CRANE, CLAMSHELL, BACKHOE, DERRICK, D'LINE, SHOVEL 11 35 CRUSHER/SCREENING PLANT 11 00 FOUNDATION DRILL OPERATOR, CRAWLER MOUNTED 12 59 FOUNDATION DRILL OPERATOR TRUCK MOUNTED 12 73 FRONT END LOADER 9 29 MILLING MACHINE OPERATOR 10 43 MIXER 7 94 MOTOR GRADER (FINE GRADE) 11 11 MOTOR GRADER 10 67 PAVEMENT MARKING MACHINE 7 45 ROLLER, STEEL WHEEL PLANT MIX PAVEMENTS 9 25 ROLLER, STEEL WHEEL OTHER FLATWHEEL OR TAMPING 7 61 ROLLER, PNEUMATIC, SELF PROPELLED 7 96 SCRAPER- 8 69 TRACTOR-CRAWLER TYPE 10 12 TRACTOR-PNEUMATIC 8 99 TRAVELING MIXER 9 35 TRENCHING MACHINE-LIGHT 10 50 TRENCHING MACHINE-HEAVY 13 56 WAGON-DRILL, BORING MACHINE 10 15 REINFORCING STEEL SETTER (PLAVING) 12 50 REINFORCING STEEL SETTER STRUCTURES 12 47 STEEL WORKER-STRUCTURAL 10 35 SIGN ERECTOR 10 06 SPREADER BOX OPERATOR 9 08 WORK ZONE BARRICADE 7 45 SIGN INSTALLER 7 45 TRUCK DRIVER-SINGLE AXLE LIGHT 8 15 TRUCK DRIVER-SINGLE AXLE HEAVY 8 76 TRUCK DRIVER-TANDEM AXLE SEMI -r TRAILER 8 00 TRUCK DRIVER-LOWBOY/FLOAT 11 29 WELDER 10 43 WELDERS - Receive rate prescribed for craft performing operation to which welding is incidental Unlisted classifications needed for work not included within the scope of the classifications listed may be added after http.//frwebgate.access.gpo gov/cgi-bin/getdoc.cgi?dbname=Davis-Bacon&docid=TX0200, 3/29/2002 WAIS Document Retrieval Page 3 award only as provided in the labor standards contract clauses (29 CFR 5 5 (a) (1) (v) ) In the listing above, the "SU" designation means that rates listed under that identifier do not reflect collectively bargained wage and fringe benefit rates Other designations indicate unions whose rates have been determined to be prevailing WAGE DETERMINATION APPEALS PROCESS 1 ) Has there been an initial decision in the matter? This can be * an existing published wage determination * a survey underlying a wage determination * a Wage and Hour Division letter setting forth a position on a wage determination matter * a conformance (additional classification and rate) ruling On survey related matters, initial contact, including requests for summaries of surveys, should be with the Wage and Hour Regional Office for the area in which the survey was conducted because those Regional Offices have responsibility for the Davis-Bacon survey program If the response from this initial contact is not satisfactory, then the process described in 2 ) and 3 ) should be followed With regard to any other matter not yet ripe for the formal process described here, initial contact should be with the Branch of Construction Wage Determinations Write to Branch of Construction Wage Determinations Wage and Hour Division U S Department of Labor 200 Constitution Avenue, N W Washington, D C 20210 2 ) If the answer to the question in 1 ) is yes, then an interested party (those affected by the action) can request review and reconsideration from the Wage and Hour Administrator (See 29 CFR Part 1 8 and 29 CFR Part 7) Write to Wage and Hour Administrator U S Department of Labor 200 Constitution Avenue, N W Washington, D C 20210 The request should be accompanied by a full statement of the interested party's position and by any information (wage payment data, project description, area practice material, etc ) that the requestor considers relevant to the issue 3 ) If the decision of the Administrator is not favorable, an interested party may appeal directly to the Administrative Review Board (formerly the Wage Appeals Board) Write to Administrative Review Board http.//frwebgate.access.gpo gov/cgi-bm/getdoc.cgi?dbname=Davis-Bacon&docid=TX0200, 3/29/2002 WAIS Document Retrieval Page 4 U S Department of Labor 200 Constitution Avenue, N W Washington, D C 20210 4 ) All decisions by the Administrative Review Board are final END OF GENERAL DECISION http.//frwebgate.access.gpo.gov/cgi-bin/getdoc.cgi?dbname=Davis-Bacon&docid=TX0200, 3/29/2002 SECTION F GENERAL AND SPECIAL CONDITIONS. TABLE OF CONTENTS FOR GENERAL CONDITIONS OF AGREEMENT 1 DEFINITION OF TERMS 1 01 AGREEMENT GC-1 1 02 BID GC-1 103 BIDDER _ GC-1 1 04 CALENDAR DAY GC-1 1 05 CHANGE ORDER GC-1 106 CITY GC-1 1 07 CITY COUNCIL GC-1 108 CONTRACT GC-1 1 09 CONTRACT DOCUMENTS GC-1 110 CONTRACTOR GC-2 111 DRAWINGS GC-2 112 ENGINEER GC-2 1 13 EXTENDED DAY GC-2 1 14 INSPECTOR GC-2 115 LABORATORY GC-2 116 MAYOR GC-2 117 OWNER GC-2 118 PROJECT GC-2 Page 1 TABLE OF CONTENTS 1 19 SHOP DRAWINGS 4.. GC-2 1.20 PAYMENT BOND GC-2 1.21 PERFORMANCE BOND GC-3 1.22 PROPOSAL GC-3 1.23 PROPOSAL GUARANTY GC-3 1.24 SPECIFICATIONS .. GC-3 1.25 SUBCONTRACTOR. GC-3 1.26 SUBSTANTIAL COMPLETION GC-3 1.27 SUPERINTENDENT GC-3 1.28 SURETY GC-3 1.29 STANDARD ABBREVIATIONS GC-3 1.30 WORK GC-4 1.31 EXTRA WORK GC-4 1.32, SUPPLEMENTAL AGREEMENT GC-4 2. AWARD AND EXECUTION OF CONTRACT 2.01 CONSIDERATION OF PROPOSALS GC-4 2.02 AWARD OF CONTRACT GC-4 2.03 RETURN OF PROPOSAL GUARANTIES :GC-4 2 04 EXECUTION OF CONTRACT,PERFORMANCE AND PAYMENT BONDS GC-4 &5 2.05 FAILURE TO EXECUTE CONTRACT,PERFORMANCE AND PAYMENT BONDS GC-5 T-2 Page 2 TABLE OF CONTENTS 2.06 BEGINNING OF WORK GC-5 2.07 INSURANCE. GC-5 & 6 3. SCOPE OF WORK 3 01 INTENT OF SPECIFICATIONS AND DRAWINGS GC-6 3 02 CHANGES AND ALTERATIONS GC- 7 3 03 FINAL CLEANING UP .... .. .._. . .. . GC-7 4. CONTROL OF THE WORK 4 01 AUTHORITY OF THE ENGINEER GC-7 4 01 DRAWINGS GC-7 4 03 COORDINATION OF SPECIFICATIONS AND DRAWINGS GC-7 4 04 COOPERATION OF CONTRACTOR GC-8 4 05 CONSTRUCTION STAKES GC-8• 4 06 INSPECTION GC-8 4 07 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK. GC-8 5. CONTROL OF MATERIALS AND QUALITY WORK 5 01 SOURCES OF SUPPLY GC-8 5 02 SAMPLES AND TESTS OF MATERIALS GC-8 & 9 5 03 INSPECTION AND TESTING OF EQUIPMENT OF WORK. GC-9 5 04 INSPECTION AND TESTING OF EQUIPMENT AND DEFICIENT WORK GC-9 5 05 STORAGE OF MATERIALS GC-9 T-3 Page 3 TABLE OF CONTENTS 5 06 DEFECTIVE MATERIALS GC-9 6. LEGAL RELATIONS AND RESPONSIBILITIES 6 01 LAWS TO BE OBSERVED GC-9 & 10 6 02 PERMITS AND LICENSES GC-10 6 03 SANITARY PROVISIONS GC-10 6 04 PATENTED DEVICES AND PROCESSES GC-10 6 05 RESPONSIBILITY FOR DAMAGE CLAIMS GC-10 6.06 CONTRACTOR'S RESPONSIBILITY FOR WORK. GC-10 6 07 WAIVER OF LIEN GC-10 & 11 7. PROSECUTION AND PROGRESS 7.01 SUBLETTING OR ASSIGNING OF CONTRACT GC-11 7 02 PROSECUTION OF WORK. GC-11 7 03 WORKMEN AND EQUIPMENT GC-11 7 04 TEMPORARY SUSPENSION OF WORK GC-11 7 05 CONTRACT TIME GC-11 & 12 7 06 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON TIME GC-12 7 07 ABANDONMENT OF WORK OR DEFAULT OF CONTRACT , GC-12 & 13 8.MEASUREMENT AND PAYMENT 8 01 MEASUREMENT OF QUANTITIES GC-13 T-4 Page 4 TABLE OF CONTENTS 8 02 SCOPE OF PAYMENT GC-13 8 03 ADJUSTMENT FOR CHANGES IN WORK GC-13 & 14 & 15 8'04 PARTIAL PAYMENTS GC-15 8 05 PAYMENT WITHHELD GC-15 & 16 8 06 ACCEPTANCE AND FINAL PAYMENT GC-16 9 GUARANTEE 9 01 GUARANTEE GC-16 T-5 Page 5 GENERAL CONDITIONS OF AGREEMENT 1.00 DEFINITION OF TERMS Wherever in these General Conditions of Agreement or m other Contract Documents, the following terms or pronouns in place of them are used, the intent and meaning shall be interpreted as follows 1.01 AGREEMENT The written agreement between the OWNER and the CONTRACTOR covering the Work to be performed, including the CONTRACTOR'S Bid and the Bonds. 1.02 BID See Proposal. 1.03 BIDDER. An individual,firm,or corporation of any combination thereof submitting a proposal. 1.04 CALENDAR DAY My day of the week or month, no days being excepted. 1.05 CHANGE ORDER. A written order to the CONTRACTOR signed by the OWNER authorizing an addition,deletion, or revision in the Work,or an adjustment in the Contract Price or the Contract Time issued after execution of the Agreement. 1.06 CITY The incorporated City of Pearland,Brazoria County, Texas. 1.07 CITY COUNCIL. The elected officials of the City The Mayor and five (5) Councilmen, who have the legal authority sitting as a Council to accept or reject any or all proposals submitted for the work. 1.08 CONTRACT See Agreement. 1.09 CONTRACT DOCUMENTS The Contract Documents shall consist of the Notice to Bidders,Instruction to Bidders,Proposal,signed Agreement,Performance and Payment Bonds,Special Bonds,(when required),proof of insurance,General Conditions of the Agreement,Special Conditions, Technical Specifications, plans, and all modifications thereof incorporated in any of the documents before the execution of the agreement. The Contract documents are complementary, and what is called for by any one shall be as binding as if called for by all. In case of conflict between any of the Contract Documents, priority of interpretation shall be in the following order. Signed Agreement, Performance and Payment Bonds, Special Bonds(if any),Proposal,Special Conditions of Agreement(if any),Notice to Bidders,Technical Specifications,Plans, and General Conditions of Agreement. GC-1 Page 6 1.10 CONTRACTOR. The individual, firm or corporation or any combination thereof, whose proposal is accepted and with whom the agreement is made by the OWNER. 1.11 DRAWINGS The drawings and plans which show the character and scope of the work to be performed and which have been prepared or approved by the ENGINEER and are referred to in the Contract Documents. 1.12 ENGINEER. The City Engineer of the City of Pearland, Texas, or his authorized representatives. 1.13 EXTENDED DAY An extended day is defined as a calendar day,in which conditions described in Paragraph 7 05 will not permit the performance of the principal unit of work underway for a contmuous period of not less than Six (6)hours between 8.00 a.m. and 5.00 p.m. 1.14 INSPECTOR. The authorized representative of the Engineer assigned to inspect any and all parts of the work and the materials to be used therein. 1.15 LABORATORY Any testing laboratory that may be designated or approved by the ENGINEER. 1.16 CITY MANAGER. The appointed official who presides over the City business of the City of Pearland,Texas and who is empowered to execute the Agreement for the City provided that the Council shall have accepted the Proposal by a majority vote. 1.17 OWNER. City of Pearland, Texas. 1.18 PROJECT The entire work to be performed as provided for in the Contract Documents. 1.19 SHOP DRAWINGS All drawings, diagrams,illustrations,brochures, schedules, and other data which are prepared by the CONTRACTOR, a Subcontractor, manufacturer, supplier, or distributor and which illustrates the equipment,material, or some portion of the work. 1.20 PAYMENT/MAINTENANCE BOND The security furnished by the Contractor and the Surety in the full amount of the Contract for the protection of all claimants supplying labor and material in the prosecution of the work. Page 7 GC-2 1.21 PERFORMANCE BOND The security furnished by the Contractor and the Surety in the full amount of the Contract as a guaranty that the Contractor will faithfully perform the Contract and save harmless the Owner from all cost and damage which the Owner may suffer by reason of the Contractor's default or failure to do so 1.22 PROPOSAL. The offer of the Bidder,made out on the prescribed form,giving pnces for performing the work described in the Specifications and drawings. 1.23 PROPOSAL GUARANTY The security designated in the Proposal and furnished by the Bidder as a Guaranty that the Bidder will enter into a Contract and make the required bonds if his proposal is accepted. 1.24 SPECIFICATIONS The directions,provisions and requirements for the work,attached to and forming a part of the Specifications. 1.25 SUBCONTRACTOR. The individual, firm, or corporation, having a direct contract with the Contractor,approved by the OWNER,for the performance of a part of the work at the site of the work. 1.26 SUBSTANTIAL COMPLETION By the term"substantial completion"is meant that the facility is in condition to serve its intended purpose but still may require minor miscellaneous work and adjustment. 1.27 SUPERINTENDENT The authorized representative of the Contractor at the site of the work. 1.28 SURETY The corporate body which is bound with the Contractor for the faithful performance of this work covered by the Contract and payment of due and unpaid claims ansing_ thereunder 1.29 STANDARD ABBREVIATIONS A. ASTM. American Society for Testing Materials. B. AASHO American Association of State Highway Officials. C. ASA. American Standards Association. D API. American Petroleum Institute. E. AWS American Welding Society F NEMA. National"Electrical Manufacturers Association. G EEI. Edison Electric Institute. H. TES. Illuminating Engineering Society I. UL Underwriters Laboratory,Inc. J AAI. American Association of Nurserymen. K. AWG Amencan Wire Gage. GC-3 Page 8 L. BPR. The United States Bureau of Public Roads. M. IMSA. International Municipal Signal Association. N ITE. Institute of Traffic Engineers. 0 NBFU National Board of Fire Underwriters. P NEC National Electrical Code(Published by NBFU) Q AWWA. American Water Works Association. J 1.30 WORK. The Contractor shall provide and pay for all materials,supplies,machinery,equipment, tools, superintendence, labor, services, insurance, and all water, light,power, fuel, transportation and other facilities necessary for the execution and completion of the work covered by the Contract Documents. Unless otherwise specified,all material shall be new and both workmanship and materials shall be of a good quality The Contractor shall,if required,furnish satisfactory evidence as to the kind and quality of materials. Materials or work described in.words which so applied have a well known technical or trade meaning shall be held to refer to such recognized standards. 1.31 EXTRA WORK. The term"Extra Work"as used m this contract shall be understood to mean and include all work that may be required by the Engineer or Owner to be done by the Contractor to accomplish any change, alteration or addition to the work shown upon the plans, or reasonably implied by the specifications, and not covered by the Contractor's Proposal, except as provided under "Changes and Alterations", herein. 1.32 SUPPLEMENTAL AGREEMENT Written agreement entered into between the Contractor and the City and approved by the Surety,covering alterations and changes in plans which are necessary to the proper completion of the work. 2.00 AWARD AND EXECUTION OF CONTRACT 2.01 CONSIDERATION OF PROPOSALS The proposals will be opened and read in public and referred to the City Council for action. Until the award of the Contract is made,the right will be reserved to reject any or all proposals and to waive such technicalities as maybe considered for the best interest of the City 2.02 AWARD OF CONTRACT The award of the contract,if it be awarded,will be made within ten(10) days after the opening of bids unless otherwise stated in the proposal. 2.03 RETURN OF PROPOSAL GUARANTIES Proposal guaranties of the three lowest bidders maybe retained until after the contract and bonds have been executed. Proposal guaranties of all except the three lowest bidders will be returned within ten(10)days after the public opening and reading of the proposals. 2.04 EXECUTION OF CONTRACT PERFORMANCE AND PAYMENT/MAINTENANCE BONDS Within ten(10)days after written notification of award of contract, the successful bidder shall execute and file with the City a Contract and Performance and GC-3 Page 9 Payment/Maintenance bonds each in the full amount of tie Contract price,the bonds to be executed by a Surety Company authorized to do business in the State of Texas, as a guarantee of the faithful performance of the Contract and the payment of all obligations which may be incurred for material and labor used in the performance of the work. The Contract will be executed on behalf of the City by the Mayor a. If any Surety upon any bond furnished in connection with the contract becomes insolvent,or otherwise not authorized to do business in this State,the Contractor shall promptly furnish equivalent security to protect the interests of the City and of persons supplying labor or materials necessary to prosecution of the work contemplated by the Contract. b The bonds shall be written to remain in force until expiration of the guarantee period which is one(1)year after acceptance of the completed work by the City The Contractor shall pay the premiums on the required bonds and shall include this cost in his proposal and Contract amounts. 2.05 FAILURE TO EXECUTE CONTRACT AND FILE PERFORMANCE AND PAYMENT BONDS Should the successful bidder fail to execute and file the Contract and required bonds withm fifteen (15) days after written notification of the award of the Contract, the Proposal Guaranty filed with the Proposal shall become the property of the City,not as a penalty,but as liquidated damages. 2.06 BEGINNING OF WORK. The Contractor shall begin work within ten(10)days after receipt of written authorization by the Engineer to do so 2.07 INSURANCE The Contractor shall not commence work under this Contract until he has obtained insurance of the type and for the amounts as follows and has filed and had the same approved by the City Approval of the insurance by the City shall not relieve or decrease the liability of the Contractor (1) Unless otherwise provided for in the Specifications,the Contractor shall provide and maintain,until the work covered in this contract is completed and accepted by the Owner,the minimum insurance coverage, as follows TYPE OF COVERAGE LIMITS OF LIABILITY A. Workmen's Compensation Statutory B Employer's Liability $500,000 C Comprehensive General Liability 1 Bodily Injury $1,000,000 $1,000,000 Each person Each Occurrence 2. Property Damage $1,000,000 $1,000,000 Each Occurrence Aggregate GC-5 Page 10 D Comprehensive Automobile Liability 1 Bodily Injury $500,000 $500,000 Each person Each Occurrence 2 Property Damage $500,000 Each Occurrence E. Owner's Protective Liability Insurance Policy The Contractor shall obtain at his expense an Owner's Protective Liability Insurance Policy naming the City of Pearland, Texas and its employees as insured with the following limits 1 Bodily Injury $300,000 $500,000 Each person Each Occurrence 2 Property Damage $100,000 $300,000 Each Occurrence Aggregate The immunity of the Owner shall not be a defense from the insurance Garner F Builder's Risk Insurance. The contractor shall obtain at his expense Builder's Risk Insurance against the perils of fire, lightning, windstorm,hurricane,hail, explosion,not, civil commotion, smoke, aircraft, land vehicles,vandalism and malicious mischief,in the amount of msurance equal at all times to the insurable value of the materials delivered and labor performed. The policy shall be issued jointly in the names of the Contractor, his Sub-Contractors and the Owner, as their interests may appear The policy shall have endorsements as follows 1 This insurance shall be specific as to coverage and not considered as contributing insurance with any permanent insurance maintained on the present premises. 2. Loss, if any, shall be adjustable with and payable to the Owner as Trustee for Whom It May Concern. (2) The certificates or evidences of insurance shall set forth that the insurance carrier will not cancel or materially alter the insurance until after ten (10) days written notice has been received by the Owner 3.00 SCOPE OF WORK. 3.01 INTENT OF THE SPECIFICATIONS AND DRAWINGS. It is the intent of the Specifications and Drawings to describe the complete work to be performed under the Contract. Unless otherwise provided,it is also the intent that the Contractor shall furnish all matenals, supplies,tools,equipment and labor necessary for the timely prosecution and completion ofthe Work. It GC-5 Page 11 is also understood that unless otherwise specified,all materials and equipment incorporated in the Work shall be new 3.02 CHANGES AND ALTERATIONS The Owner shall have the right to make such changes and alterations m the plans or in the quantities of the work as may be considered necessary or desirable, and such changes and alterations should not be considered as a waiver of any condition of the Contract,nor shall they invalidate any of the provisions thereof. The Contractor shall perform the work as increased or decreased and a proper adjustment in price shall be made as provided in paragraph 8 03 When such changes and alterations increase or decrease the quantity of the unit price items of the work by more than twenty percent(20%),then either party to the Contract,upon demand,shall be entitled to a revised consideration upon that portion of the work. Changes or alterations shall be made only on written authorization of the Engineer 3.03 FINAL CLEAN UP Upon completion of the work and&before acceptance and final payment is made, the Contractor shall remove all rubbish and temporary structures, restore m an acceptable manner all property both public and private,which has been damaged during the prosecution of the work and leave the site of the work in a neat and presentable condition throughout. 4.00 CONTROL OF THE WORK 4.01 AUTHORITY OF THE ENGINEER. The work will be done under the inspection of the Engineer to his satisfaction, and in accordance with the proposal, contract, specifications and drawings. He will decide all questions which may arise as to the quality of acceptability of materials furnished and work performed, the manner of performance and rate of progress of the work, the interpretations of the specifications and drawings,and the acceptable fulfillment of the Contract on the part of the Contractor Where the phrase"as directed by the Engineer","ordered by the Engmeer",or"to the satisfaction of the Engineer"occurs,it is to be understood that.the directions,:orders,or instructions to which they relate are within the limitations of the Contract documents. 4.02 DRAWINGS Drawings will show the lures,grades,cross-sections details and general features. The Contractor shall submit to the Engineer,with such promptness as to cause no delay in his own work or in that of and other Contractor,five copies,unless otherwise,specified,of all shop and/or setting drawings and schedules required for the work, and the Engineer shall pass upon them with reasonable promptness, making necessary corrections. The Contractor shall make any corrections required by the Engineer, file with him two corrected copies and furnish such other copies as may be needed. The Engineer's approval of such drawings or schedules shall not relieve.the Contractor from responsibility for deviations from drawings or specifications,. unless he has in writing called the Engineer's attention to such deviations at the time of-submission, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. 4.03 COORDINATION OF SPECIFICATIONS AND DRAWINGS The Specifications and the accompanying drawings,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 provide for a complete GC-6 Page 12 work. In cases of disagreement, figured dimensions shall govern over scaled dimensions, detailed drawings shall govern over general drawings, specifications shall govern over drawings, and special provisions shall govern over specifications, drawings, and general provisions. 4.04 COOPERATION OF CONTRACTOR. The Contractor will be supplied with as many copies of the specifications and drawings as he may require and he shall have available on the job site at all times one copy of each. He shall give the work his constant attention to facilitate the progress thereof and shall cooperate with the Engineer He shall have at all times a satisfactory and competent Superintendent on the job site,authorized to receive instructions and to act for him. The Contractor shall designate to the Engineer the name of such Supenntendent. 4.05 CONSTRUCTION STAKES The Engineer will furnish vertical and horizontal baseline control for the work, and will furnish the Contractor'with all necessary information relating to them. These marks will be set sufficiently in advance of the work to avoid delay The Contractor will use all reasonable care to protect and preserve any stakes and bench marks, and is responsible for all offsets, locating elevations and dimensions to position his works. 4.06 INSPECTION The Contractor shall furnish the Engineer with every reasonable facility for ascertaining whether or not the work as Performed is in accordance with the requirements and intent of the specifications,drawings and Contract. If the Engineer so requests,the Contractor shall at any time before acceptance of the work remove or uncover such 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 Contractor shall be paid as provided in Paragraph 1.31 for the uncovering,removing,and restoration of the work;but should the work so exposed or examined prove unacceptable,the uncovering or removing and the restoration of the parts removed shall be at the Contractor's expense. No work shall be done without suitable inspection. 4.07 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK. All work which has been rejected shall be remedied or removed and replaced in an acceptable manner by the Contractor at his own expense. Work done beyond the lines and grades given or as shown on the plans, except as herein Provided,or any work done without 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. 5.00 CONTROL OF MATERIALS AND QUALITY OF WORK 5.01 SOURCES OF SUPPLY The sources of supply of materials shall be approved by the Engineer Representative samples of the materials proposed for use in the work will be submitted,when requested in writing by the Engineer, for examination and testing in accordance with the methods referred to under Paragraph 5 02. Only materials conforming to the requirements of these specifications and approved by the Engineer shall be used in the work. If the sources of supply which have been GC-7 Page 13 approved do not furnish a uniform product,or if the product from any source proves unacceptable at any time, the Contractor shall furnish acceptable materials from some other approved source. 5.02 SAMPLES AND TESTS OR MATERIALS Sampling and Testing of all materials proposed to be used will be made by the Engineer in accordance with methods prescribed by the A.S.T.M. or as prescribed in the Specifications. The selection of the method of test shall be as designated by the Engineer The Contractor shall provide such facilities as may be required for the verification of scales,measures, and other devices used for Specified sampling and testing. All testing of materials for which the Owner or the Specifications and/or Drawings require tests to determine compliance with the requirements shall be accomplished at the Owner's expense. The Owner may at any time request test specimens of various materials. The test specimens shall be furnished by the.Contractor and testswill be made by the Owner at the expense of the Owner When directed by the Owner, material compliances with the specifications shall be made by one of the following: A. Manufacturer's certificate of compliance. B Mill certificate. C. Testing laboratory certifications. D Report of actual laboratory test from the Owner's laboratory or from a laboratory satisfactory to the Owner Samples tested shall be selected by or in the presence of the Owner and the method of testing shall comply with the professional societies' standard specifications. 5.03 INSPECTION AND TESTING OF EQUIPMENT OR COMPLETED PORTIONS OF WORK. If inspection and testing of equipment and completed portions of the work for approval is required by the Contract Documents, the Contractor shall give the Engineer notice of readiness and a time and date shall be arranged for the Engineer to observe such inspection and testing. The Contractor shall bear all costs of such inspection and testing. 5.04 INSPECTION AND TESTING OF EQUIPMENT AND WORK SUSPECTED OF BEING DEFICIENT If after commencement of the work,the Engineer determines that any equipment or portion of the work completed requires inspection or testing because of suspected deficiency in workmanship or general conformity to the Plans and Specifications,he will inform the Contractor and order such special inspection or testing. If such special inspection or testing reveals a failure of the work to comply with the requirements of the Specifications or Plans,the Contractor shall bear all costs thereof made necessary by such failure, otherwise the Owner shall bear such costs. 5.05 STORAGE OF MATERIALS. Materials shall be stored so as to insure the preservation of their quality and fitness for the work. GC-8 Page 14 5.06 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. Rejected matenals,the defects of which have been subsequently corrected,shall have the status of new material. 6.00 LEGAL RELATIONS AND RESPONSIBILITIES. 6.01 LAWS TO BE OBSERVED The Contractor shall make himself 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 Owner and its Representatives against any claim arising from the violation of any such law, ordinance or regulation, whether by himself or by his employees. 6.02 PERMITS AND LICENSES No.building permits will be required for work on the Owner's property The Contractor shall procure any other permits or licenses,pay any other charges and fees, arrange for and furnish all notices necessary to the closing of any street or sidewalk, and give all notices necessary and incident to the due and lawful prosecution of the work. 6.03 SANITARY PROVISIONS The Contractor shall, at his entire expense,provide and maintain in a neat, sanitary condition such sanitary facilities for the use of his employees as may be necessary to comply,with the requirements and regulations of the State Department of Health or of other authorities having jurisdiction. The location and design of such facilities shall be approved by the Engineer 6.04 PATENTED DEVICES AND PROCESSES If the Contractor is required or desires to use any devices or processes covered by letters patent, or copyrighted,he shall provide for such use by suitable legal agreement with the patentee or Owner The Contractor shall indemnity and save harmless the Owner from any and all claims for infringement by reason of the use of any patented device or process, or any trademark or copyright used in connection with the work agreed to be performed under the contract. 6.05 RESPONSIBILITY FOR DAMAGE CLAIMS The Contractor shall save harmless the Owner and its employees from all suits, actions or claims brought on account of any injuries or damages sustained by any person or property in consequence of any neglect in safeguarding the work by the Contractor;or on account of any claims or amounts recovered for any infringement or patent,trade- mark, or copyright, except as herein elsewhere specifically provided, or from any claims or amounts arising or recovered under the "Workmen's Compensation Law" or any other laws. He shall be responsible for all damage 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 or-on the part of any of his employees,in the manner or method of executing the work;or from his failure to execute the work properly; or from defective work or materials. He shall not be released from such responsibility until all claims have been settled and suitable evidence to that effect furnished to the Owner GC-9 Page 15 6.06 CONTRACTOR'S RESPONSIBILITY FOR WORK. Until the acceptance of the work by the Engineer as evidenced in writing, it shall be under the charge and care of the Contractor The Contractor shall rebuild and make good at his own expense all'injuries and damages to the work occumng before its completion and acceptance. In case of suspension of work for any cause, the Contractor shall be held responsible for the preservation of all materials. 6.07 WAIVER OR LIEN It is distinctly understood that by virtue of this Contract, no mechanic, contractor, subcontractor, supplier, matenal man, artisan, or laborer, whether skilled or unskilled, shall ever in any manner have claim,or acquire any lien upon the improvements of whatever nature or kind so erected or to be erected by virtue of this Contract nor upon any of the land upon which improvements are so erected,built or situated. 7.00 PROSECUTION AND PROGRESS 7.01 SUBLETTING OR 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 Owner The Contractor will not be permitted to sublet any portion of the Contract without the approval of the Engineer and Owner In any case,no subcontract will relieve the Contractor of his responsibility under the Contract. 7.02 PROSECUTION OF WORK. Prior to beginning construction operations the Contractor shall submit to the Engineer a schedule or brief outlining the manner of prosecution of the work that he intends to follow in order to complete the Contract within the allotted time. The Contractor shall also furnish the Engineer a breakdown of Contract work items and costs for use in making the monthly progress estimates. The Contractor shall begin the work as required m paragraph 2.06 and shall continuously prosecute same with such diligence as will enable him to complete the work within the time limit set. He shall notify the Engineer at least twenty-four hours before beginning work at any point. He shall not open up work to the detriment of work already begun.The beginning,sequence and prosecution of the work shall be subject to acceptance by the Engineer,and the Contractor shall conduct his operations so as to impose a minimum of interference to the necessary activities by the Owner 7.03 WORKMEN AND EQUIPMENT All workmen employed by the Contractor shall have such skill and experience as will enable them to perform properly the duties assigned to them. Any person employed by the Contractor 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 removed from the Project and shall not be employed again on any portion of the work without the written consent of the Engineer 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. 7.04 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 and each day of such suspension shall be considered an extended day Notice of such suspension with the reasons therefore GC-10 Page 16 will be given the Contractor in writing. The Contractor shall not suspend work without the written authority of the Engineer If the suspension is for the convenience of the. Owner and causes the Contractor extra expense, the Contractor will be reimbursed for his actual additional expense without profit. 7.05 CONTRACT TIME The Contractor shall complete the work within the number of consecutive calendar days stated in the proposal plus any extended days. Contract time will begin upon the written authorization by the Engineer to begin work. Extended days, as defined in paragraph 1 13 will be allowed the Contractor when the Owner determines that completion of the principal units of work was delayed as a result of: Unforeseeable causes beyond the control and without fault or negligence of the Contractor, Subcontractors or suppliers, including but not restricted to, acts of God, the public enemy, fires,floods,epidemics,quarantine restrictions,strikes,freight embargoes and severe weather 7 06 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON TIME The time of completion is the essence of this contract. For each calendar day that any work shall remain uncompleted after the time specified in the proposal and the contract, or the increased time granted by the Owner,or as equitably increased by additional work or materials ordered after the contract is signed, the sum per day given in the following schedule,unless otherwise specified in the special provisions, shall be deducted from the momes due the Contractor AMOUNT OF CONTRACT AMOUNT OF LIQUIDATED DAMAGES Less than $5,000 00 $60 00 per day $5,000 00 to 14,999.99 80 00 per day 15,000 00 to 24,999.99 100 00 per day 25,000 00 to 49,999 99 120 00 per day 50,000 00 to 99,999 99 160 00 per day 100,000 00 to 1,000,000 00 240 00 per day More than 1,000,000 00 500 00 per day The sum of money thus deducted for such delay, failure or noncompletion is not to be considered as a penalty,but shall be deemed,taken and treated as reasonable liquidated damages,per calendar day that the Contractor shall be in default after the time stipulated in the contract for completing the work. The said amounts are fixed and agreed upon by and between Owner and Contractor because of the impracticability and extreme difficulty of fixing and ascertaining the actual damages the Owner in such event would sustain,and said amounts are agreed to be the amounts of damages which the Owner would sustain and which shall be retained from the monies due,or that may become due,the Contractor under this contract;and if said momes be insufficient to cover the amount owing,then the CONTRACTOR or his surety shall pay any additional amounts.due. GC-11 Page 17 7.07 ABANDONMENT OF WORK OR DEFAULT OF CONTRACT If the Contractor fails to begin or complete the work within the time specified,or fails to perform the work with sufficient workmen and equipment; or shall perform the work unsuitably; or shall neglect or refuse to remove materials or perform anew such work as may have been rejected as being defective or unsuitable;or shall discontinue the prosecution of the work without authority; or shall become insolvent or be declared bankrupt; or shall commit any act of insolvency or bankruptcy; or shall make an unauthorized assignment for the benefit of any creditor;or for any other cause whatsoever shall not carry on the work in an acceptable manner,the Engineer may give written notice to the Contractor and his Surety of such delay,neglect,or default, specifying same. If the Contractor within a period of ten(10)days after such notice shall not proceed to correct and remedy the conditions specified then the Owner shall give written notice of default to the Surety Company issuing the performance bond under paragraph 2.04 herein and said Surety Company shall then assume full responsibility for completion of the contract in an acceptable manner and in fulfillment of the Contract. 8.00 MEASUREMENT AND PAYMENT 8.01 MEASUREMENT OF QUANTITIES All work completed under the contract will be measured by the Engineer 8.02 SCOPE OF PAYMENT The Contractor shall accept the compensation,as provided in the Contract,in full payment for furnishing 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, from the action of the elements, or from any unforeseen difficulties which may be encountered. during the prosecution of the work,until the final acceptance by the Owner,except where such damage is clearly shown to be due to inadequate design and not to improper prosecution of the work;for all risks of every description connected with the prosecution of the work; for all expenses incurred in con- sequence of the suspension or discontinuance of the work as herein specified, for any infringement of patent, trademark, or copyright; and for completing the work according to the specifications and drawings. The payment of any current or partial estimate shall in no way affect the obligation of the Contractor to repair or renew at his own cost, 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 final inspection and acceptance of the work. 8.03 ADJUSTMENTS FOR CHANGES IN WORK. No change in the work shall be made without having prior written approval of the Owner Charges or credits for the work covered by the approved change shall be determined by one or a combination of the following methods. 1 Unit prices previously approved. (1) Increases and Decreases in Quantity of Work. The Engineer will have the right to increase or decrease the quantities of the work,as maybe considered necessary or desirable. Such increases or decreases shall not be considered as a waiver of any condition of the contract,nor shall they invalidate any of the provisions thereof. GC-13 Page 18 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 for changes in the character of the work and except as provided for overruns and underruns of major items. A major item is defined as any individual bid item included m the proposal that has a total cost equal to or greater than 5 percent of the original contract or $100,000 00,whichever is less. When the quantity of work to be done or the quantity of material to be furnished under any major item of the contract is more than 125 percent of the quantity stated in the proposal,then either party to the contract,upon demand,shall be entitled to revised consideration on that portion of work above 125 percent of the quantity stated in the proposal. When the final quantity of work done under any major item of the contract is less than 80 percent of the quantity stated in the proposal, the adjusted unit price to apply to the final quantity of work performed under the item will be determined by multiplying the unit bid price by the factor obtained from Table I. In no instance shall the product of the adjusted price and the final quantity of work exceed the product of the original contract unit price and 80 percent of the original contract quantity, and m no instance will the unit price be adjusted to more than 125 percent of the original contract unit price. TABLE I %DECREASE FACTOR %DECREASE FACTOR 20-24 1 01 60 1 13 25-28 102 61 114 29-32 103 62 115 33-35 104 63 116 36-38 105 64 117 39-41 106 65 118 42-44 107 66 119 45-47 108 67 1.20 48-50 109 68 1.21 51-53 110 69 1.22 54-56 1 11 70 1.23 57-59 112 71 1.24 72 and over 1.25 GC-13 Page 19 2. Force Account - If the change is ordered to be performed on a Force Account basis, payment will be made as follows (1) The actual cost of: a. Labor, including foremen. b Materials entering permanently into the work. c. The ownership or rental cost of equipment dunng the time of use on the extra work. d. Power and consumable supplies for the operation of power equipment. e. Insurance and Social Security and old age and unemployment contributions. (2) To the cost under(1) above there will be added a sum equal to, fifteen percent (15%) of the actual cost of the work. The fee shall be Compensation to cover the cost of supervision,overhead, the use of small tool, bond, profit and any other general expenses. (3) In the event the change is done by subcontract,the fifteen percent(15%)established m paragraph (2)shall be divided between the Contractor and Subcontractor or Subcontractors with five percent(5%)being apportioned to the Contractor and ten percent(10%) being apportioned to the Subcontractor unless some other division of the fifteen percent(15%) is stipulated in the Subcontract Agreement. 3 Supplemental Agreement. If a supplemental agreement is entered into it shall nt general be based on agreed estimated cost for the items listed in paragraph(1) and(2) above. 4 An agreed Price. This method will be used only at the option of the Owner 8.04 PARTIAL PAYMENT The Engineer once each month will make an approximate estimate in writing of the materials m place and the amount of work performed and the value thereof. From the total amount so ascertained will be deducted ten percent(10%) to be retained until after the completion and acceptance of the entire work. In addition to be above upon presentation of copies of invoices, an estimate shall be made for payment of ninty percent (90%) of the value of acceptable, nonperishable materials which are to be incorporated m the work and which have been delivered at the site of the work and have not yet been incorporated in the work. 8.05 PAYMENT WITHHELD In addition to express provisions elsewhere contained in the contract, the Owner may withhold from.any payment otherwise due the Contractor such amount as determined necessary to protect the Owner's interest, or, if it so elects, may withhold or retain all or a portion of any progress payment or refund payment on account of: GC-14 Page 20 (a) unsatisfactory progress of the work not caused by conditions beyond the Contractor's control, (b) defective work not corrected, (c) Contractor's failure to carry out instructions or orders of the Owner or his representative; (d) a reasonable doubt that the contract can be completed for the balance then unpaid; (e) work or execution thereof not in accordance with the contract documents; (f) claim filed by or against the Contractor or reasonable evidence indicating probable filing of claims; (g) failure of the Contractor to make payments to subcontractor or for material or labor; (h) damage to another contractor; (i) unsafe working conditions allowed to persist by the Contractor;failure of the Contractor to provide work schedules as required by the Owner; (k) use of subcontractors without the Engineer's approval, or (1) failure of the Contractor to keep current As Built record drawings at the job site, or to turn same over in completed form to the Owner When the above grounds are removed,payment shall be made for amounts withheld because of them, and Owner shall never be liable for interest on any delayed or late payment. 8.06 ACCEPTANCE AND FINAL PAYMENT When the work provided for in the contract shall have 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 9.00 GUARANTEE 9.01 GUARANTEE. The Contractor, before final payment is made, shall.furnish to the Owner a One (1) Year Maintenance Bond in the amount of one hundred percent (100%) of the construction cost to insure that the work performed under the Contract is free from faulty materials and workmanship and will remain free from faulty materials and workmanship for a period of one year from the date of acceptance by the Owner Neither the final payment on the Contract by the Owner nor any GC-15 Page 21 provision in the Contract or Specifications shall relieve the Contractor of responsibility for faulty materials or workmanship and,unless otherwise specified,he shall remedy any defects due thereto and pay for any damage to other work resulting therefrom, which shall appear within a period of one year from date of acceptance of the work. If the Contractor fails to correct defects covered in the Contract and guarantee within thirty(30)days from receiving written notice of such defects,the Owner shall give written notice to the Surety Company issuing the Maintenance Bond and said Surety Company shall then assume full responsibility for correction of the defects in an acceptable manner and in fulfillment of the guaranteed portion of the Contract. 11=16 Page 22 TABLE OF CONTENTS FOR SPECIAL CONDITIONS 1. DEFINITION OF TERMS 101 ENGINEER SC-1 102 SUBCONTRACTOR. SC-1 2. AWARD AND EXECUTION OF CONTRACT 2.04 EXECUTION OF CONTRACT, (ETC) SC-1 4. CONTROL OF THE WORK 4 01 AUTHORITY OF THE ENGINEER SC-1 4 05 CONSTRUCTION CONTROL. SC-1 6. LEGAL RELATIONS AND RESPONSIBILITIES 6 01 LAWS TO BE OBSERVED ADD REPRODUCED TEXT OF PREAMBLE AND 28 TAC §110 110 SC-1-12 7. PROSECUTION AND PROGRESS 7 05 CONTRACT TIME. SC-12 7 06 LIQUIDATED DAMAGES &BONUS FOR EARLY COMPLETION SC-13 8. MEASUREMENT AND PAYMENT 8 04 PARTIAL PAYMENT SC-13 T-1 Page 23 SPECI•AL CONDITIONS 1.00 DEFINITION OF TERMS. 1.01 ENGINEER. Walsh/Freese&Nichols, Inc. -Lockwood, Andrews &Newnam, Inc. 1.02 CITY ENGINEER. The City Engineer of the City of Pearland, Texas or his authorized representatives. 1.03 CITY INSPECTOR. The City Inspector of the City of Pearland, Texas or his authonzed representatives. 2.00 AWARDS AND EXECUTION OF CONTRACT 2.04 EXECUTION OF CONTRACT PERFORMANCE AND PAYMENT/MAINTENANCE OF BOND. The contract and all change orders thereto shall be executed by the City Manager,acting on the authority of the City Council of the City of Pearland. 4.00 CONTROL OF THE WORK. 4.01 AUTHORITY OF THE ENGINEER. The work will be done under the inspection of the Engineer to his satisfaction,and in accordance with the proposal,contract,specifications and drawings. He will decide all questions which may arise as to the quality of acceptability of materials furnished and work performed,the manner of performance and rate of progress of the work,the interpretations of the specifications and drawings,and the acceptable fulfillment of the Contract on the part of the Contractor Where the phrase"as directed by the Engineer", "ordered by the Engineer",or"to the satisfaction of the Engineer"occurs it is to be understood that the directions,orders,or instructions to which they relate are within the limitations of the Contract documents. In no case shall the term"inspection"imply or mean "supervision." 4.05 CONSTRUCTION CONTROL.Where needed for control purposes,the Engineer will confirm or locate street R.O W property lines. 6.00 LAWS TO BE OBSERVED 6.01 PREAMBLE TO RULE 110.110 The Texas Workers' Compensation Commission adopts new §,110 110, concerning requirements for governmental entities awarding a contract for a building or construction project,and for persons providing services on a building.or construction project for a governmental entity The new rule is adopted with changes to the proposed text published in the April 26, 1994 issue of the Texas Register (19 TexReg 3131) Subsections (a)(7) and (c)(7) were amended by adding language to further clanfy who is covered by the rule. Subsections (c)(7)(J) and (e)(3)were added to clarify that a contractor or subcontractor is representing to the governmental entity T-1 Page 24 that workers' compensation coverage is provided. Subsections (d)(8)(C) and(e)(8)(C)were added to require specific language regarding representions of coverage to be added to contracts to provide services on the project. Subsections (c)(7)(F), and (c)(7)(I)(5), (d)(5), (d)(8)(F), (e)(6), and (e)(8)(F) were amended to reduce the retention period for contractors and other persons providing services on the project from three years to one year Subsection(g)was changed to state that this rule applies to contract advertised for bid after September 1, 1994, rather than awarded after September 1, 1994 The Texas Labor Code, §406 096, requires workers' compensation insurance coverage for all persons providing services on a building or construction project for a governmental entity The commission is aware that this statutory requirement is not being met, and this rule is designed to achieve compliance and to implement a recordkeeping process which will enable oversight of comphance. The rule does this by placing requirements on the governmental entity and on contractors and other persons providing services on a.project. These requirements include coverage, certificates of coverage,posted notices of coverage,and notification of changes in coverage status. The rule does not create any duty or burden on anyone which the law does not establish. The rule defines terms which apply to governmental entity building or construction projects and sets up a clear procedure for governmental entities and contractors that bid for building and construction projects to follow in complying with the requirements of the Texas Labor Code,§406 096 It also defines statute and the rule. It specifically excludes persons such as food/beverage vendors whose,deliveries and labor are not permanently incorporated mto the project. The rule puts persons on notice that providing false or misleading certificates of coverage, or failing to provide or maintain required coverage, or failing to report any change that materially affects the provision of coverage may subject the contractor or other persons providing services on the project to administrative penalties, civil penalties, or other civil actions. The rule requires a governmental entity to timely obtain certificates of coverage, retain them for the duration of the project plus three years,and provide them to the commission upon request and to others entitled to them by law It also requires the governmental entity,as a prerequisite to awarding a contract, and as part of the contract,to require that the contractor• provide coverage and certificates of coverage for the contractor's employees,timely obtain and provide the governmental entity all required certificates of coverage for all persons providing services on the project;retain certificates of coverage on file for the duration of the project and for one year thereafter;notify the governmental entity in writing by certified mail or personal delivery,within 10 days after the contractor knew or should have known,of any change that materially affects the provision of coverage of any person providing services on the project;post notices on each project site; and contractually require persons with whom it contracts to do the same, with the certificates of coverage to be provided to the person for whom they are providing services. The rule also sets out the language to be included m bid specifications and in contracts awarded by a governmental entity and the information required to be m'the posted notice to employees. It further establishes a method for obtaining the certificates from persons providing services on the project and providing them to the governmental entity SC-2 Page 25 It requires a contractor awarded a building or construction contract to provide workers'compensation coverage to the contractor's employees for the duration of the project;file a certificate of coverage of the contractor's employees with the governmental entity prior to being awarded a contract; obtain and provide to the governmental entity; certificates of coverage from each other person with whom it has contracted to provide services on the project,prior to that person beginning work on the project; obtain and provide new certificates of coverage shown on the current certificate ends during the duration of the =A project;retain all certificates of coverage for the duration of the project and for one year thereafter;notify the governmental entity of material changes in coverage; contractually require each other person with whom it contracts to provide a certificate of coverage; and post notices on each project site. All other persons providing services on a project have the same requirements as a contractor,with the exception of posting notices and with the exception that the certificate of coverage is given to the person for whom they contracted to provide services on the project. The rule uses the term"persons providing services on the project"m lieu of the statutory term"subcontractor"because the term"subcontractor"as used in the statue (§406 096) and in this rule is broader than standard industry usage. The use of the different terminology will prevent confusion. The rule does not create any duty or burden on anyone which the law does not establish. The new rule is adopted under the Texas Labor Code, §402.061,which authorizes the commission to adopt rules necessary to administer the Act, and Texas Labor Code, §406 096, which establishes requirements for governmental entities,contractors,and subcontractors("persons providing services on the project")regarding workers'compensation coverage for workers on public building or construction projects. Rule 110.110- Reporting Requirements for Building or Construction Projects for Governmental Entities (a) The following words and terms, when used in this rule, shall have the following meanings, unless the context clearly indicates otherwise. Terms not defined in this rule shall have the meaning defined in the Texas Labor Code, if so defined. (1) Certificate of coverage("certificate")-A copy of a certificate of insurance,a certificate of authority to self-insure issued by the commission,or a coverage agreement(TWCC-81, TWCC-82, TWCC-83, or TWCC-84), showing statutory workers' compensation insurance coverage for the person's or entity's employees (including those subject to a coverage agreement)providing services on a project, for the duration of the project. (2) Building or construction - Has the meaning defined in the Texas Labor Code, §406 096(e)(1). (3) Contractor - A person bidding for or awarded a building or construction project by a governmental entity SC-3 Page 26 (4) Coverage-Workers'compensation insurance meeting the statutory requirements of the Texas Labor Code, §401 011(44). (5) Coverage agreement-A written agreement on form TWCC-81, form TWCC-82, form TWCC-83, or form TWCC-84, filed with the Texas Workers' Compensation Commission which establishes a relationship between the parties for purposes of the Wokers'Compensation Act,pursuant to the Texas Labor Code,Chapter 406,Subchapters F and G as one of employer/employee and establishes who will be responsible for providing workers'compensation coverage for persons providing services on the project. (6) Duration of the project - Includes the time from the beginning of work on the project until the work on the project has been completed and accepted by the governmental entity (7) Persons providing services on the project ("subcontractor" in §406 096 of the Act) - Includes all persons or entities performing all or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with the contractor and regardless of whether that person has employees. This includes but is not limited to independent contractors,subcontractors,leasing companies, motor carriers;owner-operators,employees of any such entity,or employees of any entity furnishing persons to perform services on the project. "Services" includes but is not limited to providing, hauling, or delivering equipment or materials, or providing labor, transportation,or other service related to a project. "Services"does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. (8) Project - Includes the provision of all services related to a building or construction contract for a governmental entity (b) Providing or causing to be provided a certificate of coverage pursuant to this rule is a representation by the insured that all employees of the insured who are providing services on the project are covered by workers' compensation coverage, that the coverage is based on proper reporting of classification codes and payroll amounts,and that all coverage agreements have been filed with the appropriate insurance carrier or,in the case of a self-insured,with the commission's Division of Self-Insurance Regulation. Providing false or misleading certificates of coverage,or failing to provide or maintain required coverage,or failing to report any change that materially affects the provision of coverage may subject the contractor or other person providing services on the project to administrative penalties,criminal penalties,civil penalties, or other civil actions. (c) A governmental entity that enters into a building or construction contract on a project shall. SC-3 Page 27 (1) include in the bid specifications,all the provisions of subsection(d)of this rule,using the language required by paragraph(7)of this subsection, (2) as part of the contract,using the language required by paragraph(7) of this subsection, require the contractor to perform as required in subsection(d) of this rule; (3) obtain from the contractor a certificate of coverage for each person providing services of the project,prior to that person beginning work on the project; (4) obtam from the contractor a new certificate of coverage showing extension of coverage. (A) before the end of the current coverage penod,if the contractor's current certificate of coverage shows that the coverage period ends dunng the duration of the project; and (B) no later than seven days after the expiration of the coverage for each other person providing services on the project whose current certificate shows that the coverage period ends during the duration of the project; (5) retain certificates of coverage on file for the duration of the project and for three years thereafter; (6) provide a copy of the certificates of coverage to the commission upon request and to any person entitled to them by law; and (7) use the following language for bid specifications and contracts,without any additional words or changes,except those required to accommodate the specific document m which they are contained or to impose stricter standards of documentation in Figure 1 (Figure 1) Article Workers' Compensation Insurance Coverage. A. Definitions Certificate of coverage("certificate")-A copy of a certificate of insurance,a certificate of authonty to self-insure issued by the commission,or a coverage agreement(TWCC-81, TWCC-82, TWCC-83, or TWCC-84), showing statutory workers' compensation msurance coverage for the person's or entity's employees providing services on a project, for the duration of the project. SC-4 Page 28 Duration of the project-includes the time from the beginning of the work on the project until the contractor's/person's work on the project has been completed and accepted by the governmental entity Persons providing services on the project ("subcontractor" in §406 096) - includes all persons or entities performing all or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with the contractor and regardless of whether that person has employees. This includes,without limitation, independent contractors, subcontractors, leasing companies,motor carriers, owner-operators, employees of any such entity, or employees of any entity which furnishes persons to provide services on the project. "Services" include, without limitation,providing,hauling, or delivering equipment or materials,or providing labor, transportation,or other service related to a project. "Services"does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. B The contractor shall provide coverage, based on proper reporting of classification ,codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Section 401 011(44)for all employees of the contractor providing services on the project, for the duration of the project. C. The Contractor must provide a certificate of coverage to the governmental entity prior to being awarded the contract. D If the coverage period shown on the contractor's current certificate of coverage ends during the duration of the project, the contractor must,prior to the end of the coverage period, file a new certificate of coverage with the governmental entity showing that coverage has been extended. E. The contractor shall obtain from-each person providing services on a project, and provide to the governmental entity (1) a certificate of coverage,prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and (2) no later than seven days after receipt by the contractor, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project. F The contractor shall retain all required certificates of coverage for the duration of the project and for one year thereafter SC-5 Page 29 G The contractor shall notify the governmental entity in wntmg by certified mail or personal delivery,within 10 days after the contractor knew or should have known,of any change that materially affects the provision of coverage of any person providing services on the project. H. The contractor shall post on each project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, informing all persons providing services on the project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage. I. The contractor shall contractually require each person with whom it contracts to provide services on a project,to (1) provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements,which meets the statutory requirements of Texas Labor Code,Section 401 011(44)for all of its employees providing services on the project, for the duration of the project; (2) provide to the contractor,prior to that person beginning work on the project, a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project,for the duration of the project; (3) provide the contractor, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (4) obtain from each other person with whom it contracts, and provide to the contractor (a) a certificate of coverage,prior to the other person beginning work on the project; and (b) a new certificate of coverage showing extension of coverage,prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (5) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (6) notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any SC-6 Page 30 change that materially affects the provision of coverage of any person providing services on the project; and (7) contractually require each person with whom it contracts, to perform as required by paragraphs(1)-(7),with the certificates of coverage to be provided to the person for whom they are providing services. J By signing this contract or providing or causing to be provided a certificate of coverage,the contractor is-representing to the governmental entity that all employees of the contractor who will provide services on the project will be covered by workers' compensation coverage for the duration of the project,that the coverage will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self- insured,with the commissions'Division of Self-Insurance Regulation. Providing false or misleading information may subject the contractor to administrative penalties,criminal penalties, civil penalties, or other civil actions. K. The contractor's failure to comply with any of these provisions is a breach of contract by the contractor which entitles the governmental entity to declare the contract void if the contractor does not remedy the breach within ten days after receipt of notice of breach from the governmental entity (d) A contractor shall. (1) provide coverage for its employees providing services on a project,for the duration of the project based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements; (2) provide a certificate of coverage showing workers' compensation coverage to the governmental entity prior to beginning work on the project; (3) provide the governmental entity,prior to the end of the coverage period,a new certificate of coverage showing extension of coverage, if the coverage period shown on the contractor's current certificate of coverage ends during the duration of the project; (4) obtain from each person providing services on a project,and provide to the governmental entity (A) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and SC-7 Page 31 (B) no later than seven days after receipt by the contractor, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (5) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (6) notify the governmental entity in writing by certified mail or personal delivery,within 10 days after the contractor knew or should have known, of any change that matenally affects the provision of coverage of any person providing services on the project; (7) post a.notice on each project site informing all persons providing services on the project that they are required to be covered, and stating how a person may verify current coverage and report failure to provide coverage. This notice does not satisfy other posting requirements imposed by the Act or other commission rules. This notice must be printed with a title m at least 30 point bold type and text in at least 19 point normal type, and shall be in both English and Spanish and any other language common to the worker population. The text for the notices shall be the following text in Figure 2 provided by the commission on the sample notice,without any additional words or changes (Figure 2) REQUIRED WORKERS' COMPENSATION COVERAGE "The law requires that each person working on this site or providing services related to this construction project must be covered by workers'compensation insurance. This includes persons providing, hauling, or delivering equipment or material, or providing labor or transportation or their service related to the project, regardless of the identity of their employer or status as an employee." "Call the Texas Workers' Compensation Commission at 512-440-3789 to receive information on the legal requirements for coverage, to verify whether your employer has provided the required coverage, or to report an employer's failure to provide coverage." (8) contractually require each person with whom it contracts to provide services on a project, to (A) , provide coverage based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements for all of its employees providing services on the project, for the duration of the project; SC-8 Page 32 (B) provide a certificate of coverage to the contractor prior to that person beginning work on the project; (C) include in all contracts to provide services on the project the language in subsection(e)(3) of this rule; (D) provide the contractor,prior to the end of the coverage penod, a new certificate of coverage showing extension of coverage,if the coverage period shown on the current certificate of coverage ends during the duration of the project; (E) obtain from each other person with whom it contracts, and provide to the contractor (i) a certificate of coverage, prior to the other person beginning work on the project; and (ii) prior to the end of the coverage period,a new certificate of coverage showing extension of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (F) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (G) notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provisions of coverage of any person providing services on the project; and (H) contractually require each other person with whom it contracts, to perform as required by paragraphs(A)-(H),with the certificate of coverage to be provided to the person for whom they are providing services. (e) A person providing services on a project, other than a contractor, shall. (1) provide coverage for its employees providing services on a project,for the duration of the project based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, (2) provide a certificate of coverage as required by its contract to provide services on the project, prior to beginning work on the project; (3) have the following language in its contract to provide services on the project: SC-9 Page 33 "By signing this contract or providing or causing to be provided a certificate of coverage, the person signing this contract is representing to the governmental entity that all employees of the person signing this contract who will provide services on the project will be covered by workers'compensation coverage for the duration of the project,that the coverage agreements will be based on proper reporting of classification codes and payroll amounts, and that all coverage 'agreements will be filed with the appropriate insurance carrier or,in the case of a self-insured,with the commission's Division of Self- Insurance Regulation. Providing false or misleading information may subject the contractor to administrative penalties, criminal penalties, civil penalties, or other civil actions." (4) provide the person for whom it is providing services on the project,prior to the end of the coverage period shown on its current certificate of coverage,,a new certificate showing extension of coverage,if the coverage period_shown'on the certificate of coverage ends during the duration of the project; (5) obtam from each person providing services on a project under contract to it,and provide as required by its contract: (A) a certificate of coverage,prior to the other person beginning work on the project;and (B) prior to the end of the coverage period, a new certificate of coverage showing extension of the coverage period,if the coverage penod shown on the current certificate of coverage ends during the duration of the project; (6) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (7) notify the governmental entity in writing by certified mail or personal delivery, of any change that materially affects the provision of coverage of any person providing services on the project and send the notice within 10 days after the person knew or should have known of the change; and (8) contractually require each other person with whom it contracts to (A) provide coverage based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements for all of its employees providing services on the project, for the duration of the project; (B) provide a certificate of coverage to it prior to that other person beginning work on the project; %WO Page 34 (C) include in all contracts to provide services on the project the language in subsection (e)(3) of this rule; (D) provide, prior to the end of the coverage period, a new certificate of coverage showing extension of the coverage penod, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (E)obtain from each other person under contract to it to provide services on the project, and provide as required by its contract: (i) a certificate of coverage, prior to the other person beginning work on the project; and (ii) prior to the end of the coverage.period,a new certificate of coverage showmg extension of the coverage period if the coverage period shown on the current certificate of coverage ends during the duration of the contract; (F) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (G) notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; and (H) contractually require each person with whom it contracts,to perform as required by paragraphs (A)-(H), with the certificate of coverage to be provided to the person for whom they are providing services. (f) If any provision of this rule or its application to any person or circumstance is held invalid,the invalidity does not affect other provisions or applications of this rule that can be given effect without the invalid provision or application, and to this end the provisions of this rule are declared to be severable. (g) This rule is applicable for building or construction contracts advertised for bid by a governmental entity on or after September 1, 1994 Effective Date. September 1, 1994 SC-11 Page 35 7.00 PROSECUTION AND PROGRESS 7.05 CONTRACT TIME Contract time is 335 calendar days for substantial completion and 365 days to be fully complete. A"calendar day"is defined as being each and every single elapsed day, without regard to holidays, inclement weather, day of the week, or any other contingency All time worked on holidays and other than 7 30 a.m.-4.30 p.m.Monday through Friday will be overtime hours. Contractor shall pay all inspection costs for overtime work by City personnel created by Contractor's choice to work other than normal hours. No work will be allowed on Sundays. This contract time as defined in this proposal and other sections of the contract documents includes a certain number of ram days. Based on the Alvin Weather Center records, the average annual rain days from June,1898 to December, 1996 is 40 days, calculated from all precipitation days of record. Contractor is required to keep record of rain days at the site. Record of rain days must be accepted and signed off by the City Inspector monthly, and it shall be reported on the monthly pay estimate submittals. At the end of contract,Contractor will be credited only the number of accepted ram days that exceed 40 rain days per year, or any proportionate fraction thereof. 7.06 LIQUIDATED DAMAGES Liquidated damages and bonus for early completion of entire project shall be$500 00 per calendar day The special liquidated damages for not completing and putting in operation the portion of project between stations 116+00 and 186+00 shall be $750 00 per calendar day after May 26, 2003 8.00 PARTIAL PAYMENT 8.04 PARTIAL PAYMENT. Retainage shall be five percent(5%)of amount due until after completion of work. SC-12 Page 36 Revised May 2002 SECTION G GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS SPECIAL PROVISIONS SPECIAL PROVISION CERTIFICATION OF NPDES PERMIT The Contractor, and all subcontractors who are to implement any measure identified on the Storm Water Pollution Prevention Plan,will be required to sign a copy of the following certification statement no later than 48 hours prior to beginning work: "I certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System(NPDES)permit that authorizes the storm water discharges associated with industrial activity from the construction site identified as part of this certification." In the event that the Contractor fails to comply with this requirement, the Contractor will be considered in default of contract, and the City will exercise the provisions of Article 8 7 The Contractor must file N 0 I. with a copy sent to Engineer 1/1 SPECIAL PROVISION TO ITEM 1 1993 TXDOT STANDARD SPECIFICATIONS DEFINITION OF TERMS For this project, Item 1, "Definition of Terms", of the TxDOT 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 6 Certificate of Insurance is voided and replaced by the following: 1 6 Certificate of Insurance. The bonding company's standard form covering the requirements stated m the contract. Article 1 7 Commission is voided and replaced by the following: 1 7 Owner The City of Pearland, Texas. 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 1.20 Department is voided and replaced by the following: 1.20 Owner The City of Pearland, Texas. 1/3 Article 1.22. Engineers is voided and replaced by the following: 1.22. Engineer Walsh/Freese&Nichols, Inc.—Lockwood, Andrews &Newnam,Inc. Article 1.33 Letting Official is voided and replaced by the following: 1.33 Lettmg Official. City Manager or City employee empowered by the City Manager to officially close the receipt of bids at an advertised letting. Article 1 60 State is voided and replaced by the following: 1 60 City The City of Pearland,Party of the First Part. Article 1 65 Supplemental Agreements is supplemented by the following: A supplemental agreement will be used by the City whenever the modifications include: (1) assignment of the contract from one entity to another, (2) change the name of the contractor, (3) an agreement with the surety to complete a defaulted contract, or(4) other cases desired by the City Article 1 72. Working Day is voided and replaced by the following: 1 72. Working Day A working day is defined as a calendar day, including Saturdays, Sundays and holidays except for the following legal City holidays January 1st,the last Monday in May, July 4th,the first Monday in September,the fourth Thursday and fourth Friday of November, and December 25th. Time will be charged for all other days unless Owner determines that completion of the principal umts of work was delayed as a result of unforeseeable causes beyond the control and without fault or negligence of the Contractor, Subcontractors or suppliers, including but not restricted to, acts of God,the public enemy, fires, floods, epidemics, quarantine restrictions, strikes, freight embargoes and severe weather _Work on the seven 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 work is 2/3 permitted on the seven legal holidays listed above,working time will be charged on the same basis as described above. 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 City 1 76 Change Order A written description by the City 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 the contract. 1 78 Bidding Capacity The maximum dollar value a Contractor may have under contract at any given time. 1 79 Available Bidding Capacity Bidding capacity less uncompleted work under contract. 3/3 SPECIAL PROVISION TO ITEM 2 1993 TXDOT STANDARD SPECIFICATIONS INSTRUCTION TO BIDDERS For this project, Item 2 of TxDOT Standard Specifications is voided andreplaced with the City of Pearland "Instruction to Bidder" included in Section B of this document. 1/1 SPECIAL PROVISION TO ITEM 3 1993 TXDOT STANDARD SPECIFICATIONS 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 is waived or changed hereby 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 30 days after the opening of the proposal. The City of Pearland reserves the right to reject any or all bids submitted, or to award the Contract to the Bidder who, in the City's opinion, offers the most advantageous bid for the purpose intended. Article 3 7 Beginning of Work is supplemented by the following: ,The Contractor and all subcontractors implementing any measure identified on the Storm Water Pollution Prevention Plan, must submit to the Engineer a signed copy of the certification statement as described in Part IV.E.2 of the National Pollutant Discharge Elimination System permit(40 CFR Part 122) and in the special provision, "Certification of NPDES Permit",no later than 48 hours pnor to beginning work. The Contractor must participate in a pre-construction conference before work can begin, at which time these certifications will be required. 1/1 SPECIAL PROVISION TO ITEM 4 1993 TXDOT STANDARD SPECIFICATIONS 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 is voided and replaced by the following: 4.3 Extra Work. Before any extra work is begun, a"Change Order" shall be executed. 1/1 SPECIAL PROVISION TO ITEM 6 1993 TXDOT STANDARD SPECIFICATIONS CONTROL OF MATERIALS For this project, Item 6, "Control of 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 6 1 Sources of Supply and Quality of Materials is supplemented by the following: The Contractor shall furmsh the Engineer within 15 days after execution of contract with a copy of purchase order from the manufacturer(s) from whom the Contractor proposes to purchase the signal controllers, signal heads, signal poles, and/or light poles showing the approximate delivery date. Approval for any exception to this requirement shall be obtained from the Engineer in writing before the expiration of the 15-day time limit. The following article is added. 6 10 Damaged Equipment and Materials. Equipment and matenals damaged before final acceptance to the extent that they are not deemed satisfactory by the Engineer shall be replaced at the Contractor's entire expense. 1/1 SPECIAL PROVISION TO ITEM 7 1993 TXDOT STANDARD SPECIFICATIONS LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC For this project, Item 7, "Legal Relations and Responsibilities to the Public", 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 7 4 Insurance is voided and replaced by provisions stated in Item 2.07 of General Conditions of Agreement between the City and the Contractor 1/1 SPECIAL PROVISION TO ITEM 8 1993 TXDOT STANDARD SPECIFICATIONS 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 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 City Any assignment proposed by the Contractor must be deemed justified or legally acceptable by the City Subarticle (2) Subcontracting is supplemented by the following: No subcontractor who is to implement any measure identified on the Storm Water Pollution Prevention Plan, will be approved for work until the subcontractor has submitted a signed copy of the certification statement described in Part IV.E.2 of the National Pollutant Discharge Elimination System (NPDES)permit(40 CFR Part 122) and in the special provision, "Certification of NPDES Permit" If an approved subcontractor does not comply with the provisions of the NPDES permit, approval may be revoked. Article 8.2 Protection of Work is supplemented by the following: The Contractor, and all subcontractor implementing any measure identified on the Storm Water Pollution Prevention Plan, must submit to the Engineer a signed copy of the certification statement as described in Part IV.E.2 of the NPDES permit(40 CFR Part 122)no later than 48 hours prior to beginning work. 1/1 SPECIAL PROVISION TO ITEM 164 1993 TXDOT STANDARD SPECIFICATIONS 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(1) Seed, Table 1A, List of Selected Grass Species with Their Scientific and Common Names is modified as follows. The grass specie with the scientific name "Bouteloua eriopoda" and the common name"Black Grama" is voided and replaced with the scientific name "Sprorobolus airoides" and the common name "Alkali Sacaton" 1/1 SPECIAL PROVISION TO ITEM 164 1993 TXDOT STANDARD SPECIFICATIONS 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(1) Seed, Table 1A, List of Selected Grass Species with Their Scientific and Common Names is modified as follows. The grass specie with the scientific name "Bouteloua eriopoda" and the common name "Black Grama" is voided and replaced with the scientific name "Sprorobolus airoides" and the common name "Alkali Sacaton" 1/1 SPECIAL PROVISION TO ITEM 166 1993 TXDOT STANDARD SPECIFICATIONS FERTILIZER For this project, Item 166, "Fertilizer", 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 166.2. Materials. The last paragraph is voided and replaced by the following: Unless otherwise specified on the plans, the Contractor shall furnish a complete fertilizer, one which contains appropriate percentage of Nitrogen(N),Phosphoric acid(p) and Potash (k) nutrients. Article 166 3 Construction Methods is voided and replaced by the following: 166.3 Construction Methods. Fertilizer shall be in an acceptable condition for distribution and shall be applied uniformly over the specified area at the bulk rate which will equal 100 pounds of Nitrogen(N)per acre. Distribution of fertilizer for the particular item of work shall be approved by the Engineer Article 166 4 Measurement is voided and replaced by the following: 166 4 Measurement. When fertilizer is specified on the plans to be a pay item,work and acceptable material for"Fertilizer" will be measured by the acre of surface area covered, complete and in place. Article 166 5 Payment. The last paragraph is voided and replaced by the following: When fertilizer is specified on the plans to be a pay item,the work performed and materials furnished and measured as provided under"Measurement"will be paid for at the unit price bid for"Fertilizer" This price shall be full compensation for furmshmg all materials and performing all operations necessary to complete the work. 1/1 SPECIAL PROVISION TO ITEM 260 1993 TXDOT STANDARD SPECIFICATIONS LIME TREATMENT FOR MATERIALS USED AS SUBGRADE (ROAD MIX) For this project, Item 260, "Lime Treatment For Materials Used as Subgrade (Road Mix)", of the Standard Specifications, it 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 1 Description. is voided and replaced by the following: 260 1 Description. This Item shall govern for treating the new or existing subgrade, the existing pavement structure or a combination thereof to be used as subgrade by pulverizing, adding only Type"A. lime, mixing, and compacting the mixed material.as specified in this Item. Article 260.5 Tolerances, Subarticle(2) Grade Tolerances is voided and replaced by the following: (2) Grade Tolerances. Fimshed grade tolerances shall be in accordance with Subarticle 132.4 1/1 SPECIAL PROVISION TO ITEM 276 1993 TXDOT STANDARD SPECIFICATION PORTLAND CEMENT TREATED BASE (PLANT MIXED) For this project, Item 276, "Portland Cement Treated Base (Plant 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 276.8 Measurement. The first sentence is voided and replaced by the following: This Item will be measured by the method described as either Class 1,2,3,4, 5 or 6 as follows and as specified on the plans. Article 276 8 Measurement is supplemented by the following: (6) Class 6 Cement treated base will be measured by the cubic yard of completed and accepted cement treated base. Measurement will be made by the method of average end areas of authorized work. Article 276 8 Payment, Subarticle(6) General is renumbered Subarticle (7) Article 276 9 Payment is supplemented by the following: (6) Measurement Class 6 will be paid for at the unit pnce bid per cubic yard for ACement Treated Base@ of the strength, flexible base type and grade, and measurement class specified. Article 276 9 Payment, Subarticle(7) General. The first paragraph is voided and replaced by the following: For Measurement Classes 1,2,5 and 6,the unit price bid will be full compensation for furnishing all materials, mixing, placing, compaction, finishing, curing, tools, equipment and all incidentals necessary to complete the work. 1/1 SPECIAL PROVISION ( TO ITEM 300 1993 TXDOT STANDARD SPECIFICATIONS 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 Matenals, Subarticle(2) Latex Modified Asphalt, Section (b) Latex Modified Asphalt Cement,is voided and replaced by the following: (B)Latex Modified Asphalt Cement. The latex modified asphalt cement shall consist of an AC- 5, AC-10 or AC-20 asphalt cement in accordance with Subarticle 300.2. (1) to which a styrene- butadiene rubber latex has been added. The amount shown is based on latex solids in the finished asphalt.cement/latex additive blend. Possible combinations and their intended uses are .as follows. Matenal Use AC-5 + 2% latex solids Surface treatments AC-10+2% latex solids Surface treatments or asphaltic concrete AC-10+3% latex solids Asphaltic concrete AC-10+ 3% latex solids Asphaltic concrete where maximum high (High viscosity blend) temperature toughness is needed. AC-20+ 3% latex solids Asphaltic concrete where maximum high temperature toughness is needed. The finished asphalt cement/latex additive blend shall be smooth,homogeneous, and comply with the requirements in Table 2. 1/2 TABLE 2 • Type-Grade AC-5 AC-10 AC-10 ' AC-10 AC-20 + + + + + 2% Latex 2% Latex 3% Latex 3% Latex 3% Latex Solids Solids Solids Solids Solids (High Vise. Property Blend) - Minimum SBR content, percent by wt. solids(IR determination)* 2.0 2.0 3.0 3.0 3.0 Penetration, 100 g, 5 sec, 77 F, min 120 80 75 75 50 Viscosity, 140 F, Poise, 700 1300 1600 2300 4000 • minimum Viscosity, 275 F, Poise, maximum 7.0 8.0 12.0 12.0 20.0 Ductility, 39.2 F, 1 cm/min, cm, minimum - - 100 100 70 Ductility, 39.2 F, 5 cm/min, cm, minimum 70 60 - - - Separation of Polymer after 48 hrs. at 325 F** none _ none , none none none * The asphalt supplier shall furnish the Department with samples of the asphalt cement and latex emulsion used in making the finished product. ** Separation testing will not be required when the latex additive is introduced separately at the mix plant by injection into the asphalt line. 2/2 SPECIAL PROVISION TO ITEM 300 1993 TXDOT STANDARD SPECIFICATIONS 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 is supplemented by the following: (10) Styrene-Butadiene Stryene(SBS)Rubber..Modified Asphalt Cement. This material shall consist of an asphalt cement to which has been added a minimum of three percent by weight styrene-butadiene block copolymer The SBS block copolymer maybe pre-blended with a rubber processing oil (up to a 1 1 ratio of rubber to oil)to aid in solution of the rubber in the asphalt. The finished asphalt-rubber blend shall be smooth and homogeneous and shall comply with the following requirements 1 Property AC-SBS Blend AC-15P AC-30P AC-45P Minimum SBS Block Copolymer Content, 3.0 3.0 3.0 percent by weight (IR determination) . Penetration, 100g, 5 sec, 77F: min. 100 75 50 max. 150 99 74 Viscosity, 140 F, poise, minimum. 1500 3000 4500 Viscosity, 275 F, poise, maximum. 8.0 10.0 14.0 Ductility, 39.2 F, 5 cm/min, 40 25 15 cm, minimum. Retained Penetration Ratio min. 0.60 0.60 0.60 (TFOT Residue Pen, 77 F) max. 1.00 0.90 0.90 (Original Pen, 77 F) Separation of Polymer, 325 F, NONE NONE NONE 48 hrs. * Material Use AC-15 P Surface Treatments AC-30 P Asphaltic Concrete AC-45 P Asphaltic Concrete 1/3 * A 350 gram sample of the asphalt-SBS blend is stored for 48 hours at 325 F Upon completion of storage time the sample is visually examined for separation of polymer from the asphalt(smoothness and homogeneity). If a question still exists about the separation of polymer a sample will be taken from the top and bottom for Infrared Spectroscoppy analysis to determine actual polymer contents. A difference of 0 4% or more between top and bottom concentration levels.constitutes separation. (11)Ethylene Vinyl Acetate (EVA)Modified Asphalt Cement. This matenal shall consist of an asphalt cement to which has been added a minimum of three percent by weight ethylene vinyl acetate. The finished asphalt-EVA blend shall be smooth,homogeneous and comply with the following requirements Property Requirement Penetration, 100G, 5 Sec, 77F, Min. 40 Penetration, 200G, 60 Sec, 39.2 F, Min. 16 Softening Point, R. &B , F,Min. 140 Viscosity,275 F, Poise, Maximum 12.0 Flash Point, COC, F, Minimum 450 Separation of Polymer, 325 F,48 Hrs. * None * A 350 gram sample of the asphalt-EVA blend is stored for 48 hours at 325 F Upon completion of the storage time the sample is visually examined for separation of Polymer from the asphalt(smoothness and homogeneity). If a question still exists about the separation of polymer a sample will be taken from the top and bottom for infrared spectroscopy analysis to determine actual polymer contents. A difference of 0 4%or more between top and bottom concentration levels constitutes separation. 2/3 Article 300.3 Storage,Heating and Application Temperatures. Table 10 is supplemented by the following. Heating and Recommended Maximum Storage Type-Grade Range,F Allowable,F Maximum, F All AC-SBS blendes 300-360 375 375** All AC-EVA blends 350*** ** Maximum temperature for storage for the asphalt supplier or the Contractor shall be 360 F For AC-15P designated for surface treatment work,the temperature may be increased to a maximum of 375 F by the supplier loading through an in-line heater, or with the Engineer's permission,these materials may be heated to a maximum of 375 F by the Contractor just pnor to application. In any case, the heating, storage and application temperatures used shall be the lowest temperatures practical. *** EVA modified asphalt shall be circulated or agitated for a minimum of one hour per day to insure uniformity If idle periods exceeding 72 hours are experienced, storage temperature shall be reduced to 325 F or less. 3/3 SPECIAL PROVISION TO ITEM 300 1993 TXDOT STANDARD SPECIFICATIONS 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. Matenals is supplemented by the following: (10) Low Density Polyethylene(LDPE)Modified Asphalt Cement, This matenal shall consist of either AC-10 or AC-20 conforming to the requirements in Table 1 to which recycled low density polyethylene(LDPE)has been added at a rate of at least five (5)percent by weight of total polyethylene modified asphalt cement. The LDPE shall be incorporated into the base, asphalt cement using a high-shear blending process to ensure homogenous dispersion. The supplier shall provide a certified test report showing the LDPE conforms to the following: Test Property Criterion Specification Melt Index 0.5 - 15 0 ASTM D1238 Density 0.910 min. ASTM D792 0.950 max. Melting Point 110-135 C The supplier shall furnish the Department with samples of the polymer and base asphalt proposed for use. The LDPE modified asphalt cement shall comply with the following requirements Specification Requirement AC-10 Base AC-20 Base Property with LDPE with LDPE LDPE content Minimum percent by weight* 5 0 5 0 Viscosity,60 C,poise,minimum 3,000 6,000 Softening Point,R&B, C,minimum 55 60 Penetration, dnun, 25 C, 100 g, 5 sec Mimmum 40 25 Maximum 90 55 1/2 Penetration, dmm, 4 C, 200 g, 60 sec Minimum 20 15 Mimmum Retained Penetration Ratio (TFOT Residue Pen)/(Onginal Pen) 0 6 0 6 Flash Point, COC, Minimum, C 232 232 Solubility m Tnchloroethylene, Percent mimmum 93 0 93 0 * The LDPE content of the polyethylene modified asphalt cement shall be certified by the supplier, and may be verified using either gravimetnc analysis or FTIR spectroscopy Article 300.3 Storage, Heating and Application Temperatures. Table 10 is supplemented by the following: The LDPE modified asphalt cement shall be stored in heated tanks which are equipped with constant mechanical agitation to insure umformity of dispersion of the LDPE modified asphalt cement until used to produce asphalt concrete. Recommended Maximum Heating and Mixing Allowable, Storage Type-Grade Range, C C Maximum, C LDPE modified asphalt cement All grades 149-163 177 177 2/2 SPECIAL PROVISION TO ITEM 300 1993 TXDOT STANDARD SPECIFICATIONS 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, Subarticle(4) Emulsified Asphalt is supplemented by the following: Type. Slow Setting. Grade. PCE. Description. PCE shall be a slow curing anionic or'catiomc emulsion of a petroleum based material in water The supplier must state whether the material supplied is cationic or anionic. PCE may be used for the following purposes priming of base materials, curing seal for stabilized base materials, and erosion control applications (dust control, soil surface stabilization, or mulch binder). PCE may be diluted with water to achieve the desired concentration of residual. The following maximum rates may be used as guidelines. Use Recommended Maximum Dilution Rate Priming of Base Materials (1)part PCE to (3)parts water Curing Seal (1)part PCE to (3)parts water Erosion Control (1)part PCE to (7)parts water Properties Min Max Viscosity, Saybolt Furol, 25c, sec. 10 100 Sieve Test, , % 0 1 Miscibility* Passing Residue by Evaporation, %by Wt. ** 60 Tests on Residue from Evaporation Flash Point, C.O C., C 200 Kinematic Viscosity, 60 C, cst 100 350 *Miscibility shall be determined in accordance with ASTM D244, except the dilution 1/2 shall use 350 ml of distilled or deiomzed water and a 1000 ml beaker Residue by Evaporation shall be determined according to ASTM D244, except that the sample shall remain m the oven until foaming ceases, then cooled and weighed. Each shipment of PCE destined for use on a Department project shall be accompanied by the following: 1) a copy of a laboratory report, from an analytical laboratory approved by the Engineer, signed by an authorized laboratory official, indicating that the material, as represented by the producer's current mgredients and formulation, does not meet any of the characteristics of a Resource Conservation and Recovery Act (RCRA)hazardous waste. (Any change in product ingredients or formulation will require retesting.), - 2) a certification from the producer, signed by an authorized company official, stating that the product formulation supplied conforms to that tested by the analytical laboratory, and that no listed RCRA hazardous waste or Polychlorinated Biphenyls (PCB's)have been mixed with the product, and 3) a Material Safety Data Sheet for the product. 2/2 SPECIAL PROVISION TO ITEM 340 1993 TXDOT STANDARD SPECIFICATIONS 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 of this Item are waived or changed hereby Article 340.2. Materials, Subarticle(1) Aggregate, Section(a) Coarse Aggregate is supplemented by the following: Aggregates with a satisfactory skid history that do not meet the minimum polish value or RSPV requirement may be used on this project. A list of aggregate sources with an acceptable skid history is available from the Engineer Article 340 4 Equipment, Subarticle(7)Rollers, Section(a) Pneumatic-Tire Roller is voided and replaced by the following: (A) Pneumatic-Tire Roller The roller shall be an acceptable medium pneumatic tire roller conforming to the requirements of Item 213, "Rolling(Pneumatic Tire)", Type A, unless otherwise specified on the plans. Pneumatic-tire rollers used for compaction shall provide a minimum 80psi ground contact pressure. When used for kneading and sealing the surface only, they shall provide a minimum of 55 psi ground contact pressure. 1/1 SPECIAL PROVISION TO ITEM 360 1993 TXDOT STANDARD SPECIFICATIONS 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(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(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 umformly 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 tuftmg 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 1/4 the purpose during the curing period. The paper covering shall be maintained in place continuously for not less than the specified curing period. Article 360 4 Equipment, Subarticle (3)Mixer is supplemented by the following: If central mixed concrete issued on the project, the Contractor shall provide equipment designed to provide uniform distribution of the concrete for the full width between pavement forms without segregation. Article 360 4 Equipment, Subarticle (4)Hauling Equipment, Section(a) Wet Batch(Central Mixed)Hauling Equipment is supplemented by the following: Batch hauling equipment for the transportation of measured materials from the batchmg plant to the mixer shall be equipped with tight covers and shall be used when directed by the Engineer to prevent excessive evaporation of moisture or any loss of material. Article 360 4 Equipment, Subarticle(9) Slipform Paver is supplemented by the following: Locations inaccessible to a traveling paver or locations having horizontal or vertical curvature that a paver cannot negotiate shall be paved using conventional means. Article 360 4 Equipment, Subarticle (10)Floats is supplemented by the following: A transverse drag float may be used. Article 360.9 Joints, Subarticle (2) Expansion Jomts 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 11 Curing, Subarticle(2)Polyethylene Film curing is supplemented by the following: The film shall be prepared to form blankets of sufficient width to cover 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: 2/4 (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, throughly 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 dnp 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, 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 cunng period shall be immediately repaired by cementing patches over such defects. It shall be 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 maybe 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. 3/4 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 13 Deficient Pavement Thickness, (a) Coring. (a) Coring. To determine thickness acceptability,the Contractor shall drill four(4) inch minimum diameter cores after all required profile corrective work and prior to final acceptance. Locations of core tests will be selected by the Engineer; however,the spacing interval for core tests, as specified herein, is to be maintained. The Engineer will determine the core thickness by measurement of the cores in accordance with Test Method Tex-424-A. The Contractor shall mark each core for identification as specified by the Engineer Article 36013 Deficient Pavement Thickness, (a) Conng. The first sentence of the fourth paragraph is voided and replaced by the following: One(1) core will be taken by the Contractor at the location selected by the Engineer in each unit. Article 360 16 Payment. The second sentence is voided and replaced by the following: This pnce 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. 4/4 SPECIAL PROVISION TO ITEM 400 1993 TXDOT STANDARD SPECIFICATIONS EXCAVATION AND BACKFILL FOR STRUCTURES For this project, Item 400, "Excavation and Backfill 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 400 7 Measurement is voided and replaced by the following: Article 400 7 Measurement. Excavation quantities shown on the plans are for information purposes only Cutting and restoring of pavement will be measured by the square yard. Cement stabilized backfill will be measured by the cubic yard. This is a plans quantity measurement Item and the quantity to be paid for will be that quantity shown in the proposal and on the"Estimate and Quantity" sheet of the contract plans, except as maybe modified by Article 0.8 If no adjustment of quantities is required, additional measurements or calculations will not be required. Quantities for structural excavation of pipe headwalls, inlets,manholes; culvert widening (extensions) 15 feet or less in length,bridge abatements,retaining walls and side road and private entrance pipe culverts will not be shown on the plans. For culvert widening(extensions) greater than 15 feet and for all other types of structures not listed above, quantities for structural excavation will be shown on the plans. Quantities for structural excavation are determined by the method of average end areas using the following limits to establish templates (1) For all excavation, except that required for the barrels of pipe culverts and for structural plate structures, no material outside of vertical planes one(1) foot beyond the edges of the footings and parallel thereto is included. When the plans provide the Contractor the option of cast-in- place or precast boxes, the quantity for excavation will be based on the cast-in-place option. (2) For pipes of 42 inches or less nominal or equivalent diameter, no matenal outside of vertical planes one(1) foot beyond the horizontal projection of the outside surfaces of the pipe and parallel thereto is included. For pipes more than 42 inches in nominal or equivalent diameter,no material outside of vertical planes located two (2) feet 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. 1/4 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 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 m 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 nprap 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 are moved below footing grades to compensate for anticipated swelling due to pile driving,nor 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, 2/4 or fill matenal resulting from the action of the elements of the Contractor's operation. (13) Where rock or other incompressible or unstable matenal 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 lowenng 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: Article 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 matenal below the footing grades of culverts and trenches as provided for in Subarticles 440.2. (3) and(4) will be made as follows When the plans specify or when the Engineer directs the use of special matenals such as flexible base, cement stabilized base, cement stabilized backfill or other special matenal, excavation below the footing grades will be measured and paid for at fifteen dollars (415 00)per cubic yard. Payment for funushing,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 Article4 3., in cases where the required material is not a bid item. 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 3/4 shall be paid m 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 SPECIAL PROVISION TO ITEM 420 1993 TXDOT STANDARD SPECIFICATIONS 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 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" 1/1 SPECIAL PROVISION TO. ITEM 421 1993 TXDOT STANDARD SPECIFICATIONS 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), 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 and GGBF Slag. a. Fly ash shall conform to the requirements of TxDOT Materials Specification D-9- 8900 Copies of TxDOT Materials Specifications are available from the Texas Department of Transportation, Materials and Tests Division, 125 East l lth Street, Austin, Texas 78701-2483 b GGBF slag shall conform to the requirements of ASTM C 989 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 and Tests Division and upon approval of production and storage facilities by the Director of Materials and Tests. Continued acceptance of GGBF slag from 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 prequalified status. In this event, all GGBF slag from that source will be subject to testing prior to sue. This procedure will continue until the Director of Materials and Tests has determined that adequate quality control has been re- established. GGBF slag from nonprequalified sources will require sampling and testing prior to use. Article 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 1/4 crushed portland cement concrete, crushed stone, or combmations 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. 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 m 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. 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(%) of aggregate 1 A2 = acid insoluble(%) of aggregate 2 P1 =percent by weight of Al of the fine aggregate blend P2=percent by weight of A2 of the fine aggregate blend 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 package 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: 2/4 Cement, fly ash or GGBF slag shall be weighed separately from other matenals. Article 421 8 Classification and Mix Design, is supplemented by the following: Unless otherwise shown on the plans or in the specifications,the cement shall be either Type 1, IP, IS, II, or III except as follows. Type III cement shall not be used when the anticipated air temperature for the succeeding 12 hours will exceed 60 F Type III cement may be used,regardless of air temperature, in all precast concrete. All cement used in a monolithic placement shall be of the same type. Type MI 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 Contractor shall have the option of replacing a percentage of the required cement with either fly ash or ground granulated blast furnace slag, on a one to one basis by absolute volume, in accordance with the following: The contractor may substitute up to 50 percent of the cement with GGBF slag. When aggregate sources have not been identified as potentially reactive,the Contractor may substitute up to 35 percent of the cement with fly ash. When potentially reactive aggregates are used, the Contractor may substitute from a minimum of 20 percent to a maximum of 35 percent of the cement with fly ash. Only GGBF slag or Type"A" fly ash may be used when Type II cement is specified. No fly ash or GGBF slag will be permitted when a white portland cement is required. No additional fly ash or GGBF slag will be permitted when a Type IP or IS cement is used. Article 421 9 Quality of Concrete. The eleventh paragraph is voided and replaced by the following: When control of concrete strength is by the 28 day compressive strength,job control may be by seven(7)day compressive tests which are shown to provide the required 28 day strength,based on results from trial batches. If the required seven(7) day strength is not obtained with the 3/4 quantity of cement specified in Table 4, changes in the batch design will be made as specified in this article. For an occasional failure of the seven day compressive, test, the concrete may be tested at 28 days for final evaluation 4/4 SPECIAL PROVISION TO ITEM 424 1993 TXDOT STANDARD SPECIFICATIONS 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 424.5 Workmanship, Subarticle(2) Tolerances, Section(a) Prestressed Members. Table 1 is voided and replaced by the following: TABLE 1 ALLOWABLE TOLERANCES • Box Beams Beams Tees Panels Piling Length(Normal to strands for +/-3/4" +/-1" +/-3/4" +/-1/2" -1"* panels) Width(Parallel to strands for +3/4" ' +/-1/4" +/-3/4"' +/-1/2" +/-1/4" panels) -1/4" Nominal Depth(Thickness in +1/2" +/-1/4" +/-I/4" +1/4" +/-1/4" case of panels) ,-1/4" -1/8" Top Slab or +1/2" +/-1/2" +/-1/4" Ni NA Flange -1/4" Bottom Slab +1/2" +/-1/2" NA NA NA or Flange -1/4" Web or Wall +3/4" +/-1/2" +/-1/4" NA NA Thickness -1/4" Horizontal Alignment (Upon +/-1/8" +/-1/4" +/-1/4" +/-1/8" +/-1/8" Release of Stress)-Deviation per 10' per 10' from straightness of mating of of edge of panels length length +/-1/8" +/-1/8" Deviation of Horizontal +/-1/4" per I' per 1' +/-1/2" +/-1/8" Ends from Skew of of Shop Plan width, width Dimension 1/2"max (bearing edge +/-1/8"+/-1/8" +/-1/8" NA +/-1/8" in case of Vertical per 1' per 1' per 1' panels) Batter of of of depth depth, depth 1/2"max 1/2 " Box Beams Beams Tees Panels Piling Notched End Depth +/-1/4" +/-1/4" +/-1/4" NA NA Areas (for diaframs) +2" +2" +2" Length -1" -1" -1" NA NA Perpendicular +/-1/8" NA +/- NA NA to Vertical 1/16" Bearing . Axis Surfaces Deviation +/- +/-1/8" +/- NA NA from Plane 1/16" 1/16" From. End of +3/4" +/-1/4" +3/4" NA NA Anchor --Member - -1/4" -1/4" Hole Longitudinal +/-3/4" +/-1/2" +/-3/4" NA - NA Location Spacing Transverse +/-1/4" +/-1/4" +/-1/4" NA NA Location Diafram or Lateral Tie +/-1/2" +/-i/2" +/-1/2" NA NA Location Position of Void** NA +/-1" NA NA +/-1/2" (Longitudinal for Box Beams) Position of Strands +/-1/4" +/-1/4" +/-1/4" +/-1/8" +/-1/4" vert.# +/_1/2" Horiz. Position of Hold-Down Points +/-6" +/-6" +/-6" NA NA Position of Handling Devices +/-6" +/-6" +/-6" NA +/-6" # Measured from bottom of panel. * Maximum length approved by the Engineer ** Length of Bos Beam Void Material+1"- 6" 2/2 SPECIAL PROVISION TO ITEM 433 1993 TXDOT STANDARD SPECIFICATIONS 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 432.2 Materials, Subarticle(3) Classes of Joint Sealants, Section(e) Class 5 Self- leveling Low Modulus Sihcone.is voided and replacedbythe following: (e) Class 5 Self-levelmg, Low Modulus Silicone or Polyurethane. The matenal 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 elastomenc 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 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 1/2 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 Join 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 1/2 SPECIAL PROVISION TO ITEM 437 1993 TXDOT STANDARD SPECIFICATIONS 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 followmg: (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 stnp 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 SPECIAL PROVISION TO ITEM 440 1993 TXDOT STANDARD SPECIFICATIONS 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 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 Prequahfication shall be in accordance with Departmental Material Specification D-9-4510 Sleeve-wedge type couplers will not be permitted on coated reinforcmg. Mechanical couplers shall be Class B in accordance with Depattiiiental Matenal 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 Design Division. Requests for such approval shall be submitted in writing to the Design Division, Texas Department ofTransportation, 125 East 11th Street, Austin, Texas 78701-2483 1/1 SPECIAL PROVISION TO ITEM 442 1993 TXDOT STANDARD SPECIFICATIONS 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 followmg designations. (1) 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. (2) 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. (3) 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. 1/1 SPECIAL PROVISION TO ITEM 467 1993 TXDOT STANDARD SPECIFICATIONS SAFETY END TREATMENT For this project Item 467, "Safety End Treatment", 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 4674 Designations is voided and replaced by the following: Article 467 4 Designations. The types of Safety End Treatments will be indicated on the plans by the following descriptions. (1) SET (Type 1) Box Size: (Span x Height) Pipe Size: (Diameter or Design) Slope. Slope will be designated as a ratio of honzontal to vertical (example 4 1) Orientation. (Parallel or Cross) Orientation will only be shown when safety pipe runners are required. (2) SET (Type II) Pipe Size: (Diameter or Design) Safety End Treatment Material. (RCP or CMP) Slope. Slope will be designated as a ratio of horizontal to vertical(4 1) Orientation. (Paralled or Cross) Orientation will only be shown when safety pipe runners are required. Article 467 6 Measurement is voided and replaced by the following: Article 467 6 Measurement This Item will be measured as follows. (1) SET (Type I) Safety End Treatment(Type 1)will be measured by each complete and accepted treatment for each separate barrel of each separate culvert end. (2) SET (Type II). Safety End Treatment(Type II)will be measured by each complete and accepted treatment for each separate barrel(conduit) of each separate culvert end. Article 467 7 Payment. The first paragraph is voided and replaced by the following: 1/2 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 the various designations of"Safety End Treatment" specified as follows. SET (Type I) (Box or Pipe Size) (Slope) or SET(Type I) (Box or Pipe Size) (Slope) (Orientation), SET (Type II) (Pipe Size) (Pipe Material (Slope) or SET (Type II) (Pipe Size) (Pipe Material) (Slope) (Orientation) 2/2 SPECIAL PROVISION TO ITEM 502 1993 TXDOT STANDARD SPECIFICATIONS 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 thereby 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 pnor 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 pnor 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 SPECIAL PROVISION TO ITEM 520 1993 TXDOT STANDARD SPECIFICATIONS 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 shook, vibrations or movement of other operating equipment in the plant. 1/1 SPECIAL PROVISION TO ITEM 524 1993 TXDOT STANDARD SPECIFICATIONS HYDRAULIC CEMENT For this project, Item 524, "Hydraulic Cement" 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 524.2. Materials, Subarticle(1) Portland Cement. The first four paragraphs are voided and replaced by the following: (1) Portland Cement. Type I, Type II, and Type III portland cements shall conform to all the requirements of AASHTO M 85, "Portland Cement",with the following modifications (a) The specific surface area requirement is waived on cements used in concrete piling or prestressed members and on white cement,when white cement is specified. (b)The 55 maximum percent of tricalcium silicate for Type II cement is waived. Article 524.2. Materials, Subarticle (3)Blended Cement, is voided and replaced with the following: (3)Blended Cements. Type IP,portland-pozzolan cement and Type IS portland blast furnace slag cement shall conform to all the requirements of ASTM C 595, "Blended Hydraulic Cement" with the following modifications. (a) Type IP portland-pozzolan shall be a uniform blend of portland cement and possolan produced by intergrinding portland cement clinker and possolan, in which the pozzolan constituent is between 20 and 35 percent of the portland-pozzolan cement. The pozzolan shall conform to the Departmental Material Specification D-9-89.00, "Type A" Copies of the Departmental Materials Specification are available from the Texas Department of Transportation, Materials and Tests Division, 125 East 11t Street,Austin, Texas 78701 (b)Type IS portland blast furnace slag cement shall be the moderate sulfate resistance type(MS) 1/1 SPECIAL PROVISION TO ITEM 526 1993 TXDOT STANDARD SPECIFICATIONS MEMBRANE CURING For this project, Item 526, "Membrane Curing", 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 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 Materials and Tests 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 cunng 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 SPECIAL PROVISION TO ITEM 662 1993 TXDOT STANDARD SPECIFICATIONS WORK ZONE PAVEMENT MARKINGS For this project,Item 662, "Work Zone 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 662.3 Materials. The first two paragraphs,are voided and replaced by the following: All non-removable markings shall be thermoplastic unless otherwise shown on the plans. Thermoplastic markings shall have a thickness of 60 mils unless otherwise shown on the plans. All non-removable work zone markings shall conform to the requirements of Item 666, "Reflectorized Pavement Markings", except for performance period, measurement and payment. All removable markings shall be raised pavement markers,prefabncated pavement marking matenal,temporary flexible-reflective roadway marker tabs or other matenals approved by the Engineer Thermoplastic or paint and beads shall not be used for removable marking. Article 662.5 Construction Methods, Subarticle(1)Placement and Maintenance. The second sentence of the first paragraph is voided and replaced by the following: The Contractor shall be responsible for maintaining all work zone pavement markings for 30 calendar days after installation. Pavement markings that fail to meet the requirements of this specification for 30 calendar days from the date of installation shall be removed and replaced by the Contractor at the Contractor's expense. The 30 calendar day maintenance requirement will be required for replaced markings from the time the onginal markings were installed. Article 662.6 Measurement. The second paragraph is voided and,not replaced. 1/1 SPECIAL PROVISION TO ITEM 666 1993 STANDARD SPECIFICATIONS REFLECTORIZED PAVEMENT MARKINGS For this project, Item 666,"Reflectonzed 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. The paragraph 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 TxDOT Matenals Specifications D-9- 8200, "Traffic Paints" and DB9-8290, "Glass Traffic Beads." Article 666 4 Construction Methods, Subarticle(3)Application of Type I Markings, is supplemented by the followmg additional paragraph. 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 resm at 20 percent by weight 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 additional paragraph. 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 SPECIAL PROVISION TO ITEM 672 1993 TXDOT STANDARD SPECIFICATIONS 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 STANDARD SPECIFICATIONS The TxDOT Standard Specifications for Construction of Highways, Street and Bridges, dated March 1, 1993, and provisions included in this document shall govern on this project. Contractor can Purchase above document from TxDOT District 12 office. SPECIAL SPECIFICATION ITEM 3050 WIDE FLANGE TERMINAL ANCHORAGE SYSTEM 1 DESCRIPTION The Item shall govern for the construction of wide flange terminal anchorage systems in conformance with the details shown on the plans. This anchorage system shall also conform to the typical cross sections, and o the lines and grades shown on plans or as directed by the Engineer 2. MATERIALS All materials shall conform to the pertinent requirements of the following items Item 260, "Lime Treatment for Materials Used as subgrade (Road Mixed)" Item 276, "Portland Cement Treated Base (Plant Mixed)" Item 345, "Asphalt Stabilized Base(Plant Mixed)" Item 360, "Concrete Pavement" Item 400, "Excavation and Backfill for Structures" Item 421, "Portland Cement Concrete" Item 433, "Joint Sealants and Fillers" Item 440, "Reinforcing Steel" Item 442, "Metal for Structures" 3 CONSTRUCTION METHODS Excavation for the construction of wide flange terminal anchorage system shall conform to the requirements,of Item 400, "Excavation and Backfill for Structures" Cement stabilized backfilhng will be required along the bridge abutment and wing walls and will be paid for as specified by Item 400, "Excavation and Backfill for Structures" Over-excavation shall be avoided and any excavation for the wide flange terminal anchorage beyond the lines required by the plan dimensions shall be filled with Portland cement concrete of the type used m the wide flange terminal anchorage system at the Contractor's expense. The concrete shall be mixed,placed, consolidated, finished and cured as specified in Item 420, "Concrete Structures"and Item 421, "Portland Cement Concrete", except membrane curing shall not be used for curing. The concrete shall contain a minimum of sic(6) sacks of cement per cubic yard of concrete and be designed to produce a minimum flexural strength of 555 pounds per square inch in seven (7) days. Equipment and construction methods shall be approved by the Engineer Preparation and placement of subgrade and base shall conform to the requirements of Items 260, "Lime Treatment for Materials used as Subgrade (Road Mixed)" and 276, "Portland Cement Treated Base (Plant Mixed)" 1/2 4 MEASUREMENT This Item will be measured by (1) The cubic yard of concrete used in the support and sleeper slabs, (2) The cubic yard of excavation for the wide flange terminal anchorage system. (3) The pound of reinf rcing steel used in the support and sleeper slabs. Measurements shall be based n the dimensions and details shown on the plans. This is a plans quantity measurement Item and the quantities to be paid for will be those quantities shown in the proposal and on the "Estimate and Quantity" sheet of the contract plans, except as maybe modified by Article 9 8. If no adjustment of quantities is required, additional measurements or calculations will not be required. If the quantities for one or more of the wide flange terminal anchorage systems have been erroneously included or omitted from the plans, those quantities will be deducted from or added to the plan quantities and included for payment. 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 prices bid for"Excavation(Wide Flange Anchorage)", "Reinforcing Steel (Wide Flange Anchorage)"and"Concrete (Wide Flange Anchorage)" These prices shall be full compensation for excavation and disposal of excavated material, for furnishing hauling and mixing all concrete matenals, for placing; consohdatmg, curing and finishing all concrete; for grouting, furnishing and placing all joints; for furnishing and placing all reinforcing steel, for bending, fabricating and welding reinforcing steel, for all clips,blocks,metal spacers,ties, wire or other materials used for fastening reinforcement; and for furnishing all labor, tools, equipment and incidentals necessary to complete the work. Sprinkling and rolling,required for the compaction of the rough subgrade in advance of fine-grading for placement of the treated subgrade and base, support and sleeper slabs,will not be paid for directly but will be considered subsidiary to this Item. The lime treated subgrade,Portland cement treated base, asphalt stabilized base, concrete pavement and structural steel used in the anchorage system will be measure and paid for in accordance with their respective bid items. 2/2 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 receivmg waters including rivers, streams, lakes, reservoirs, tidal waters, groundwater and wetlands. The control measures contained herem 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 drams,paved flumes, construction exits, temporary seeding, sodding, mulching, soil retention blankets or other structural or nonstructural 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 (1) 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 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 (2) Operation off Right-of-Way The Contractor shall provide the Engineer, for information purposes,proposed methods of pollution control for Contractor 1/5 Pollution control measures for the Contractor's facilities off the right-of- way are not covered by the Departments 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 (1) 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 the terms of the EPA's NPDES general permit. For areas of the State which have a 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 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 2/5 adequate 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. (2) 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. (a) 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 wetlands waterbody or streambed. Construction roads may not be located m or cross any waterbody or streambed without prior approval of the Engineer and shall be done in compliance with applicable rules and regulations. (b) Construction operations in rivers, streams, lakes, tidal water wetlands and other water bodies 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 © Protected storage paints, chemicals, solvents, fertilizers and other potentially toxic materials will be provided by the Contractor at a location approved by the Engineer (d) 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. (e) 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. (f) 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. (g) The Contractor shall clean paved surfaces as necessary to remove sediment which has accumulated on the roadway (3) 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 4.2 will not be paid 4/5 for under applicable contract bid items but will be considered subsidiary to the various bid items, unless otherwise noted. 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 State 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, 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 SPECIAL SPECIFICATION ITEM 5009 TEMPORARY SEDIMENT CONTROL FENCE 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. 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 a least 3 inches in diameter or nominal 2 x 4 inches. Hardwood posts shall have a minimum cross section of 1.5 x 1.5 inches. Steel posts shall be a"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 inches by 4 inches and shall be at least 24 inches wide unless otherwise shown on the plans. (5) Staples. Staples used to secure reinforcement and fabric to wood posts shall have a crown at least 3/4 inch wide and legs %2 inch long. (6) Used Materials. Previously-used materials,meeting the above requirements and when approved by the Engineer, may be used. 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 sheet flow The fence may be incorporated into the erosion control measures used to control sediment in areas of higher flow The fence installation methods 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 1/3 (1) Installation of Posts. Posts shall be embedded 18 inches deep, or adequately anchored if in rock,with a spacing of 6 to 8 feet, and mstalled 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 shall be installed in the trench such that 4 to 6 inches of fabric is against the side of the trench and approximately 2 inches of fabric is across thebottom 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 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 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 six (6)inches attached in at least six(6)places. Splices in concentrated flow areas will not be permitted. 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 fabnc 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 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 4.3 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 approval sites in a manner that will not contribute to additional siltation. If the structure ceases to function as intended,replacement will be measured for payment. 2/3 5 MEASUREMENT. Temporary sediment control fence will be measured by the linear foot of fence, complete m 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 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"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 pnce 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. 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 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 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 SPECIAL SPECIFICATION ITEM 5010 CONSTRUCTION EXITS 1 DESCRIPTION This Item shall govern for the materials to be furnished and for the installation,mamtenance, 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-term 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 getter 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 1/3 directed by the Engineer The exit shall normally be constructed a minimum length of ? 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. 4 MAINTENANCE. Exits shall be mamtained m 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-f-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 leavmg 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 usmg 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 4.3 of that specification. 5 MEASUREMENT Construction exits will be measured by the square yard of surface area of completed and accepted work. 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 mataerials 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 2/3 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. 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 SPECIAL SPECIFICATION SANITARY SEWER CONSTRUCTION AND TESTING 1 Scope. This item governs supplying all labor, supervision,materials and equipment for installation and testing of sanitary sewer, gravity and force main pipes. 2. Excavation. A. Unless otherwise specified, all sewers will be constructed in open cut trenches with vertical sides excavated with a ladder type trenching machine or backhoe. Trenches for pipe sewers.shall have a width below the top of the bell not to exceed the width of the pipe plus 18 inches, and not less than the width of the pipe plus 12 inches. (Above the tops of the pipe bells, the width of the trenches may be greater than the limits specified above by an amount sufficient only to permit placing sheathing and bracing timbers and to permit installation of well point headers or manifolds and pumps in the trench where the depth of trench is such as to make it uneconomical to pump from surface installation.) Sufficient space must be provided between , cross braces to permit handling of forms,pipe and other materials. Where sewers are to be installed through open tracts of land,the Contractor will be permitted to excavate trenches with slopmg sides beginning at a point no less than 3 feet above top of pipe and shall not exceed a slope of one foot horizontal to one-half foot vertical. The Contractor shall obtain written permission from individual property owners for any of his operations that may extend outside of the right-of-way B The bottom of sewer trench shall be accurately shaped by hand, to conform to the slope of the lowest 90 degrees,45 degrees on each side of the centerline of the circumference of the pipe taking special care to provide uniform bearing for the entire length of the pipe and to provide depressions for bell ends of each pipe. When the grade of bottom of sewer trench is excavated below the established grade plus allowance for thickness of pipe, the Contractor shall backfill with select materials and thoroughly tamp, adding moisture where necessary to obtain proper compaction of backfill. Where soil conditions are encountered in trench bottom that will not support the sewer line satisfactorily, special details will be issued by the Engineer covering such construction in unfavorable soil. C. No sewer pipe shall be laid in a trench in the presence of water All water will be removed from trench.sufficiently ahead of sewer placing operation to insure a dry, firm bed on which to place the sewer, and trench will continue to be dewatered until after all pipe is firmly bedded and backfilled. Removal of water may be accomplished by bailing, pumping, or pumping in connection with well point installation as the particular situation may warrant. 1/8 D All trenching shall be as per"Trenching and Shoring Safety Requirements" E. If the Engineer notified the Contractor that the Owner does not have use for surplus excavated material,the same shall become the property of the Contractor to dispose of as he wishes, without injury to the Owner or any individual. If excavated material is left on the street, and this material becomes mixed with material excavated by any other firm, corporation,or individual excavating on any of the streets in the same area, and if the Contractor does not protect himself be removing his material before anyone else can mix other material with his, or if he does not put up proper partitions or barriers to keep his material separated from the other man's material,then the Engineer shall be the sole judge as to who is responsible for this excavated material, and his decision shall be binding on all parties. If the Contractor does not remove this matenal when directed by the Engineer, the Engineer has the right, under this contract and these specifications, to hire trucks and men to remove this material and to deduct the cost of same from any estimate due the said Contractor 6 Maximum length of open trench at any time shall be 500 feet. All open trenches must be barricaded over night, and must be limited to that length necessary to keep 100 feet trench open. 3 Handling of Pipe and Accessories. Pipe shall be handled in such manner as to avoid damage to bells, couplings or spigot ends. When such damaged pipe cannot be repaired to the Engineer's satisfaction, they shall be replaced at the Contractor's expense. The interior of all pipe and accessories shall be kept free from dirt and foreign matter at all times. All pipe, fittings and accessories shall be carefully lowered into the trench using suitable equipment so as to prevent damage to the pipe and fittings. Under no circumstances shall pipe, fittings or accessories be dropped or dumped into the trench. 4 Laying and Bedding of Pipe. Previous to laying the pipes and fittings which have been delivered along the trench, they shall be subjected to a rigid trench inspection and those which do not meet the requirements, as set forth in the specifications,will not be used. 2/8 , No pipe shall be installed in the trench until the excavation has been completed and the bottom of the trench shaped and is to the correct line and grade. The Contractor shall, at his own expense, furnish and place in position as directed by the Engineer, all the necessary stakes and grade for locating the work. The laser equipment for alignment and grade will be used under the following conditions The laser must have been calibrated and checked by a reputable inspection firm, or the laser manufacturer, within six months of the time it is to be used. The target pole, if laser is not mounted in end of pipe, must be straight and equipped with a bubble level to assure the pole is plumb when grade is read. The target is to be sufficiently secured to the pole to prevent movement during pipe laying operations. Contractor to keep a standard surveyors level and rod on the job site at all times. All sewers except force mains must be laid in a perfectly straight line, so that light may be seen from one manhole to another, even for the smaller size of sewers, and the Contractor will not be authorized to put in siphons or other structures which will allow the sewer to deviate from the given line without consent of the Engineer The pipe and specials shall be so laid in the trench that, after the sewer is completed, the interior surface thereof shall conform accurately to the grades and alignments fixed and given by the Engineer The pipe shall be laid accurately to line and grade, with the spigot end downstream entering the bell or other joint to full depth in such a manner as not to drag earth into the joints. Pipe shall be fitted together and matched so that when laid they will form a sewer with a smooth and uniform invert. The bottom of the trench shall be excavated to a line as called for in pipe bedding detail below flow line, then bedding material as specified in plans shall be placed and compacted in bottom of the sewer trench. Pipe shall be laid on this surface to the line and grade as specified in the plans. Special plans for construction of sewers in unstable soil will be provided to the Contractor as found necessary during the progress of the work. The Contractor will be paid at the unit prices bid for items upon which prices have been secured and deemed advisable to use. 5 Backfilling. Backfilhng shall be done in accordance with the pipe bedding and backfill detail shown in plans. 3/8 6 Cement Stabilized Sand. Use one and one-half(1-1/2) sacks cement per cubic yard of sand where called for in the plans. 7 Timber This item shall consist of furnishing and installing timber in sewer trenches or in other excavations, including tunnels, in conjunction with sewer construction where such timber is necessary All timber furnished under this item shall be free from weakening defects such as knots and splits, and shall be solid, sound and sufficient in strength and suitable for the use intended. 8. Removal and Replacement of Road Surfaces, Dnveways,Walks, Curbs and Gutters and Culverts. Excavation across roads, driveways, walks, curbs and gutters may be open cut unless boring and jacking is specifically indicated. All existing walks, drives and road surfaces removed will be replaced by the Contractor and shall be equal to their condition pnor to excavation. No separate payment will be made for the removal of road surfaces, walks and curbs and gutters. Existing culverts under streets and drives may be removed by the Contractor where removal is necessary to install new facilities. The existing culverts removed will be placed by the Contractor in a condition equal to that before removal. Pipe that has been broken or damaged dunng removal will be replaced by the Contractor at no additional cost to the Owner No additional payment will be made for replacement of walks, driveways, curbs, gutters and culverts, their cost to be included in the unit price bid per foot of sewer 9 Testing of Line. Contractor shall test all lines in accordance with this section. Contractor shall make all repairs necessary to bring line in compliance at no expense to Owner 10 Testing Procedure. Tests will be required in all sections of sanitary sewer Tests will be made by the low pressure air test method for gravity pipe and hydrostatic leak test for force main, as described herein. After a gravity sewer section including wyes,tees, and all appurtenances has been laid and backfilled, but prior to replacement of pavement, the Contractor shall test the sewer for leakage. The Engineer shall be present at the time of testing. If the test results indicate an 4/8 unacceptable installation, the Contractor shall locate the source of leakage, correct the defect, and retest until the installation is proven satisfactory Manholes will be tested separately Where the trench bottom is below ground water level, the Contractor shall provide suitable means, at each manhole for readily determining the ground water level at any time until testing is completed or waived by the Engineer Divide the height in foot of water over the invert of the pipe by 2.3 ft/psi to determine the ground water pressure to be used in line testing. The Contractor shall leave the tops of stacks exposed and plugged until after air tests have been made. A. Low Pressure Air Test. Length of line tested at onetime shall be limited to the length between adjacent manholes. This test shall conform to the procedure described in ASTM C-828, ASTM C-924 Air test Procedure shall be as follows. Place pneumatic plugs in the line at each manhole and inflate to 25 psig. Introduce low pressure air into sealed line until internal air pressure reaches a pressure of 4 psig plus the average groundwater back pressure. Allow two minutes for the internal air pressure to stabilize. When the internal air pressure has stabilized and is at or above test pressure(3 5 psig minimum, plus groundwater back pressure), commencethe test. Disconnect air hose from the control panel to the air supply Record the pressure drop for the test period. If the pressure drops more than 1 0 psig during the test period, line is presumed to have failed. Test may be discontinued, when the prescribed test time has been reached. For sections of pipe less than 36-inch average 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 shall be computed from the following equation. T=0 0850 (D)(K)/(Q)where T=time for pressure to drop 1 0 pounds per square inch gauge in seconds K=0 00049DL,but not less than 1 0 D=average inside diameter in inches L=length of line of same pipe size in feet Q=rate of loss, assume 0 0015 ft3/min/sq ft internal surface The pressure gauge used shall be supplied by the Contractor, shall have minimum divisions of 0 10 psi, and shall have an accuracy of 0 04 psi. Accuracy and calibration of the 5/8 pressure gauge shall be certified by a reliable testing firm at six month intervals or when requested by the Engineer In addition, the Engineer may compare the Contractor's gauge with an Owner owned gauge at any time. Smce a K value of less than 1 0 shall not be used, there are minimum testing times for .each pipe diameter as follows Pipe Mimmum Length Time Diameter Time for Minimum for Longer Time Length (inches) (seconds) (feet) (seconds) 6 340 398 0 833(L) 8 454 298 1.520(L) 10 567 239 2.374(L) 12 680 199 3 419(L) 15 850 159 5.342(L) 18 1020 133 7 693(L) 21 1190 114 10 471(L) 24 1360 100 13 676(L) 27 1530 88 17.309(L) 30 1700 80 21.369(L) 33 1870 72 25 856(L) B Deflection Test. Deflection test shall be performed on all flexible and semi-rigid gravity sewer pipe. The test shall be conducted after the final backfill has been in place at least 30 days. No pipe shall exceed a deflection of 5%. If the deflection test is to be run using a rigid ball or mandrel, it shall have a diameter equal to 95% of the inside diameter of the pipe. The test shall be performed without mechanical pulling devices. Contractor to repair pipe if it has failed the test. 11 Testing Procedure for Forcemain. Pressure pipes shall be tested by hydrostatic and by leakage tests are described below. A. Hydrostatic Test: All pipe lines must fulfill the Hydrostatic Test requirement prior to acceptance by the owner as completed. After the pipe has been installed and backfilled between joints all newly laid pipe or any valved section thereof shall be subjected to a mimmum Hydrostatic Gauge pressure of 150 psi for a minimum duration of time of eight(8) consecutive hours for each pressure test. Prior to commencing the test all pipe shall be backfilled and all reaction blocking 6/8 provided. If restrain joints have been installed,no reaction blocking will be necessary The Engineer may direct the installer to leave certain joints and/or connections uncovered until testing has been completed. Before the specified test pressure is applied, all air shall be expelled from the pipe. Should blowoffs not be available at high points along the test section,taps shall be made on the pipe line at points of highest elevation prior to the test. All taps made for air discharge shall be plugged after the test is completed. Each valved section of pipe shall be slowly filled with water and all entrapped air expelled and raised to the specified test pressure,based on the elevation of the lowest point of the section under test, and corrected to the elevation of the test gauge. The pressure shall be applied by means of a Gasoline Dnven Test Pump connected to the pipe in a manner acceptable to the Engineer The installer shall make arrangements for metering the amount of water used during testing. During the test, all pipe and fittings exposed at the Engineer's request shall be examined for defects or leaks and any defective material shall be removed and replaced with sound material, in a manner acceptable to the Engineer and the test repeated until acceptable results are obtained. B Leakage Test: The leakage test shall be performed at the same time as the Hydrostatic test. New piping shall be tested for leakage at 40 psig for a minimum duration of time of two (2)hours, for each test. No pipe installation will be accepted if the leakage is greater than determined by the formula. L= SD/V 133,200 Where L= Leakage in gallons per hour S = Length of pipe in feet P= Average test pressure in psig D= Inside diameter of pipe in inches 12. Defective Sewers. Sections of gravity and/or pressure sewers that show leakage in excess of that which is allowable by these specifications shall be taken up and relaid or otherwise made good by repairs of a permanent nature with methods and materials approved by the Engineer 13 Costs of Tests. The Contractor shall supply all plugs,nsers,measuring devices, 7/8 labor and necessary equipment and other incidental work in conducting the tests Cost of all tests shall be included in the price for constructing the sewer 14 Methods of Measurement and Payment. Where the contract provides for payment for gravity sewers to be made according to depth, and depths have been shown on the plans or bid sheets, (i.e. 6'- 8'deep, 8'- 10'deep, etc)payment for gravity sewers constructed to the grades called for will be made in accordance with actual field measurements of depths as determined pnor to the time of construction. Depth shown in figures on the bid sheets are determined by scaling from the plans and are not necessarily accurate. These depths are for the sole purpose of separating the sewers into various classifications of cuts for the purpose of bidding and payment. The Contractor shall submit to the Engineer-in tabular form field measurements indicating the station of the sewer,the actual natural ground elevation, the proposed invert elevation of the sewer at that point and the actual cut to be excavated. These measurements will be taken at intervals of not more than fifty(50) feet, and at all manholes and angle points. This tabulation will be the basis for payment by depths. 8/8 SPECIAL SPECIFICATION LANDSCAPE PLANTING Part 1 - GENERAL 1.01 PLANT NOMENCLATURE A. Botanical plant names used on the Drawings conform to the most recent nomenclature authorities available including,but not necessarily limited to the following: Hortus Third, Liberty Hyde Bailey Hortorium, 1977, MacMillan Co , NY B Common names used on the Drawings conform to local tradition and personal preference and are included only for reference. C. Botanical names shall be used as the correct names for all plants except in cases where the botamcal name of commonly available plants has been lost to antiquity 1. 02 SUBSTITUTIONS A. Substitutions will be permitted only after submission of proof by the Contractor that a specific plant, plant size, or grade is not reasonably obtamable. B Any plant may be furnished container grown in lieu of other methods if all other requirements are met, unless specifically prohibited by the Drawings. C. Substitutions will be authorized by the Landscape Architect in the form of a change order or addendum. D An equitable adjustment of the contract price will be made, if necessary, in accordance with the General Conditions. 1.03 TRANSPORTING Truck Shipment: All plant material shall be packed to provide adequate protection against injuries due to climatic conditions or breakage during transit. Open topped trucks shall be securely covered with a tarpaulin or other suitable material to prevent wind-whipping and drying. Contractor shall take precautions to ensure proper shipment from suppliers. Trees transported on digging machines shall have their branches secured in such a manner as to minimize wind-whipping. 1.04 APPROVAL OF MATERIALS All materials may be inspected and approved by the Landscape Architect at the source of supply as to species, size, form, and quality However, such approval does not alter the Landscape Architect's right of inspection and rejection of materials upon delivery to the project site or during the progress of the work for improper shipment, incorrect specifications, or physical damage caused in 1/6 handling or storage. All rejected materials shall be immediately removed from the site. 1.05 PROTECTION AND HANDLING OF PLANTS A. Insofar as 'is practicable, plant material should be planted on the day of delivery to the site. In the event that this is not possible, the Contractor shall protect the stock not planted. B Balled plants which cannot be planted immediately upon delivery shall be set on the ground in the shade, if possible, and shall have the ball covered with wet burlap, soil, or other suitable material for protection from sun and wind. Plant tops shall also be protected from sun and wind. C. Container grown plants shall remain in their container until ready to be set in their plant pit. D All plants shall be handled in such a manner as to avoid damage of any kind. No plant shall be moved by grasping the foliage or by grasping only the trunk or branches. Balled plants shall be lifted by the bottom of the ball and container grown stock shall be handled by the'container E. Plants shall not be bound with wire, rope or other material in a manner which would damage the bark, break branches, or destroy the shape of the plant. F All plants shall be watered as necessary to keep them in top condition until planted. G In the event of freezing temperatures during the course of the work, all tender plants whether planted or stored on-site shall be covered with an insulating material for the duration of the period of freezing temperature. In the case of stored materials, the Contractor shall have the option to remove said materials from the project site in order to provide adequate protection but shall still be liable for replacement costs of damaged materials. If, in the determination of the Landscape Architect, planted materials were adequately protected but were still damaged, replacement costs shall be paid the Owner 1.06 GUARANTEES A. Plant materials shall be guaranteed by the Contractor to be in vigorous growing condition from the date of the Owner's final acceptance of the completed project for a period of time as follows. Trees 365 days (1 year) B. Any plants which are replaced during the guarantee period shall be guaranteed for the remaining portion of the original period or for a period from the date of replacement as follows,whichever is longer Trees 93 days (3 months) 2/6 C. In no instance will a guarantee of any plant material be required beyond the original guarantee period or the extended period as applicable. 1.07 GUARANTEE REPLACEMENTS A. At any time during the guarantee period that a plant is found to be dead, it shall be replaced as soon as possible but no later than thirty days from the date of request by the Owner B Replacement not made by the Contractor within the required time will be made by the Owner or such person as the Owner may employ to accomplish this work. The cost of such replacements shall be charged to the Contractor or deducted from any retainage amount due the Contractor C. All replacement plants shall be of the same kind, size, and quality as onginally specified and shall be furnished and planted as originally specified. D Replacement shall be at Contractor's expense except for those required because of damage by vandals, animals, acts of God, neglect by the Owner, or other causes not attributable to improper installation or inferior materials. The Landscape Architect shall make the final determination as to fiscal responsibility for replacements. 1.08 MAINTENANCE .A. General. Maintenance shall begin immediately after each plant is planted and shall continue until all planting is accepted by the Owner, and for any additional period of time beyond the date of acceptance as may be stated on the Bid Proposal. B Maintenance Activities Maintenance shall include watering, weeding, spot spraying for weeds, cultivating, mulching, adjusting of stakes, removal of dead materials, resetting plants to proper grades or upright positions, restoration of the planting saucer, repair of erosion, and any other procedure consistent with good horticultural practice necessary to ensure normal, vigorous, healthy growth, and a neat looking project at all times. If maintenance is to be continued beyond the date of acceptance, the Contractor shall be responsible for inspection of the irrigation system at each maintenance visit and shall report to the Owner or Landscape Architect any problems found. C Watering: Water all planting as necessary; the quantity applied at any one time shall be sufficient to penetrate the soil to a minimum depth of six inches. If an irrigation system is provided, the landscape Contractor shall be responsible'for its proper utilization. Malfunctions of the irrigation system do not absolve the Contractor of his responsibility for proper watering of plants by any means necessary D Weeding: Keep all tree root ball areas free from weeds and undesirable grasses. E. Inspection. If maintenance is to be extended beyond the date of acceptance, the Contractor shall arrange for an inspection with the Landscape Architect 3/6 five days pnor to the end of the extended maintenance period to identify maintenance deficiencies. All such deficiencies shall be corrected by the Contractor prior to the Owner's acceptance of maintenance responsibility 1.09 CLEAN-UP A. Daily The Contractor shall daily clean up all debris, such as rope, wire, burlap, empty containers, rocks, etc., caused by his operations so that the site is left in a neat, orderly condition at the end of the day Contractor shall, upon request by Landscape Architect, promptly remove his debris and/or materials from areas where they conflict with the operation of other contractors. Materials storage areas shall be kept looking neat and orderly at all times. B Final. Prior to final inspection, the Contractor shall give all planting areas a final weeding and raking, repair plant basins, adjust plant stakes,remove all of his tools, surplus materials and equipment from the site, sweep and/or wash all paved areas soiled by his operations and generally leave the site in a neat, orderly condition. Part 2 - Materials 2.01 PLANTS A. Quantities. The Contractor shall supply plant materials in the quantities necessary to complete the work as shown in detail on the Drawings. B Quality. 1 All plants shall be sound, healthy specimens typical of their species with well-formed tops and roots and shall be free from injurious insects, insect eggs or larvae, diseases, serious injuries to the bark, roots, or foliage, broken branches, or any other disfigurements. 2. Balled and burlapped plants shall have a firm, natural ball of earth so wrapped with burlap that the earth is held firmly around the roots. Earth balls shall be neither cracked nor broken,nor shall the plant be loose in the ball. 3 Container grown plants shall be of a reasonable age and state of development for the size container specified. Plants shall have been growing in their containers long enough to have developed a good sound root system capable of holding the entire soil mass intact after removal from the container,but not so long as to have become pot bound. C Size 1 All plants shall equal or slightly exceed the measurements specified on the plant list, which are minimum acceptable sizes. Plants substantially larger than specified may be used subject to approval of the Landscape Architect; however, the use of such plants shall not increase the contract price. Height to spread to caliper ratios of all plants shall be typical of the best examples of the species. 4/6 2. Minimum ball sizes shall be as specified on the Drawings. Requests for variances shall be submitted to the Landscape Architect for approval. 3 Exterior plants shall be measured before pruning, with branches in normal position and in accordance with the Drawings and the American Standard for Nursery Stock. Height and spread dimensions shall be measured to the limits of the main body of the plant rather than the extreme tips of growth, as illustrated on the Drawings. 2.02 SURFACE MULCH Surface mulch shall be finely "Native Mulch" as provided by Nature's Way Resources, Inc., Conroe, Texas, 936/321-6990 Submit a one quart sample for approval. 2.03 COMMERCIAL FERTILIZER A. Commercial fertilizer, unless specified otherwise, shall be delivered mixed as specified in standard size, unopened containers labeled as to weight, analysis, and name of manufacturer, and shall conform to all applicable state fertilizer laws. B Fertilizer shall not have been exposed to weather prior to delivery to the site. After delivery until used, it shall be completely protected from the weather at all times. C Fertilizer Tablets. Fertilizer tablets shall be twenty-one gram Agriform plant tablets with an analysis of 20% Nitrogen, 10% Phosphorous, and 5% Potassium as manufactured by Sierra Chemical Co 2.04 BACKFILL MIX Backfill mix for use in backfilhng plant pits shall be "Landscaper Mix" as prepared by Nature's Way Resources, Inc., Conroe, Texas, 936/321-6990 2.05 WATER Water for all necessary operations of the Contractor at the site will be furnished by the Contractor The Contractor shall also provide all facilities required to make connections and convey the water to the places where it will be used, and for increasing presure, if required. 2.06 REFER TO PLANTING DETAILS AND PLANT LIST FOR THE FOLLOWING: Tree staking and guying materials. 5/6 Part 3 -EXECUTION 3.01 PROTECTION OF EXISTING PROPERTY Before planting operations are begun, existing property shall be adequately protected from damage. 3.02 LOCATION OF PLANTS Plants shall be located as shown on the Drawings. In the event plants cannot be so located because of differences between plan locations and actual site conditions, or because of unusually large rock, underground construction, underground or overhead utilities, tree roots, or other obstructions, the Contractor shall notify the Landscape Architect for a determination as to the course of action to be taken. 3.03 PLANT PIT PREPARATION Refer to the details on the Drawings. 3.04 SETTING PLANTS All plants shall be handled in accordance with these specifications and planted in accordance with the planting details on the Drawings. 3.05 BACKFILLING Matenals for use in backfilling plant pits shall be as previously specified herein. Backfilling shall be accomplished as indicated in the planting details on the Drawings. 3.06 WATERING All plants shall be watered within thirty minutes of planting. Plants in smaller that one gallon sizes shall be watered within fifteen minutes after planting. 3.07 PRUNING A. Any necessary pruning shall be done at the time of planting as directed by the Landscape Architect and in accordance with standard horticultural methods. B Pruning shall be limited to the minimum necessary to remove injured twigs, branches, or roots, and as much additional as required by the Landscape Architect, and shall be done in such a manner as to retain the natural shape of the plant. 6/6 SPECIAL SPECIFICATION LANDSCAPE IRRIGATION Part 1 - GENERAL 1.01 SUBSTITUTIONS No substitutions of materials or procedures described herein or on the Drawings shall be made by the Contractor without the written consent of the Landscape Architect. 1.02 EXPLANATION OF DRAWINGS A. The Drawings are generally diagrammatic and indicative of the work to be installed. Because of the scale of the Drawings, it is not possible to indicate all offsets and fittings which may be required. The Contractor shall carefully investigate the site conditions affecting all of his work and plan his work accordingly, furnishing such offsets and fittings as may be required to meet such conditions. B Locations of spnnklers, valves, and piping shown on the Drawings are, to an extent, diagrammatic. The nozzle type and installation details in the Drawings will indicate specific head locations relative to edges of plant beds, curbs, etc. Piping should be routed generally as shown on the Drawings, combining piping m a single trench where possible, and utilizing common sense and any notes stating specific pipe locations. C. The Contractor shall not willfully install any portions of the irrigation system as shown on the Drawings when it is obvious in the field that obstructions, grade differences or discrepancies in area dimensions exist that were not known to the Landscape Architect. Such obstructions or differences should be brought to the attention of the Landscape Architect so that a determination can be made as to the course of action. In the event such notification is not made prior to executing any required modifications to the work, the Contractor shall be liable for the cost of any necessary revisions to his modification work. 1.03 APPROVAL OF MATERIALS The Landscape Architect reserves the right of inspection and rejection of materials upon delivery to the project site or during the progress of the work for improper shipment, non-conformance to specifications,physical damage caused by improper handling or storage, or other just cause. All rejected materials shall be immediately removed from the site. 1.04 MATERIAL HANDLING& STORAGE 1/8 A. Handlmg of PVC Pipe: The Contractor is cautioned to exercise care in handling, loading and storage of PVC pipe. All PVC pipe shall be transported in a vehicle which allows the length of pipe to lie flat so as not to subject it to undue bending or concentrated external load at any point. Any sections of pipe that have been dented or otherwise damaged must be discarded. B. Storage of Materials The Contractor must make prior arrangements with the Owner before moving any materials on-site for storage. If an on-site materials storage area is approved, it must be kept neat and orderly at all times. 1.05 SUBMITTALS A. Operation and Maintenance Manuals. 1 The Contractor shall prepare and deliver to the Landscape Architect within ten calendar days prior to completion of construction, one hard cover three-ring bmder containing the following information. a. An index sheet stating the Contractor's address and telephone number, list of equipment with names and addresses of local manufacturer's representatives. b Catalog and parts sheet on all materials and equipment installed under this contract. c. Complete operating and maintenance instructions for all major equipment. 2. Provide the Owner's maintenance personnel with complete instructions for operation of the irrigation system including start-up and shut-down procedures. B As-Built Drawings. 1 Upon completion of the project, the Contractor shall submit to the Landscape Architect pnor to final acceptance of the project, one set of reproducible as-built drawings prepared by a qualified draftsman. The Landscape Architect reserves the right to reject the as-built drawings and require re-submittal if not complete, neat, and legible. 2. The Contractor shall dimension from two permanent points of reference (building corners, sidewalks, road intersections, etc.) the locations of the following items. connection to existing water lines, routing of spnnkler pressure lines (dimension maximum of 200' along route), sprinkler control valves, hose bibbs, and other related equipment as directed by the Landscape Architect. Any zoning changes shall also be indicated. 1.06 GUARANTEES A. During a period of one year from and after final acceptance of the entire work, the Contractor shall, at his own expense, make all needed repairs or replacements due to defective workmanship or materials which in the judgment of the Landscape Architect shall become necessary during such period. If within fourteen days after mailing of a written notice or verified communication by the Owner to the Contractor or his agent requesting such 2/8 repairs or replacement the Contractor shall neglect to make or undertake with due diligence to make the repairs, the Owner may make such repairs at the Contractor's expense. If, however, an emergency arises wherein the Contractor cannot immediately accomplish the required repairs, and in the judgment of the Owner and/or the Landscape Architect delay would cause serious loss or damage to plants or other site items including buildings,repairs may be made by the Owner, and the Contractor shall be liable for the cost of such emergency repairs. B If, during the guarantee period a malfunction of part or all of the irrigation system occurs because_of defective materials or workmanship, the Contractor shall be liable for the cost of repairing any damage caused to plants or other site items including buildings. Repairs will be made by the Owner or such persons as the Owner may employ to accomplish the work. C. During the guarantee period, the Contractor shall not be fiscally liable for damages caused by vandalism, ammals, fire, acts of God, other contractors, or any causes not attributable to improper installation or defective materials. 1.07 MAINTENANCE A. The Contractor shall be responsible for maintenance of the system until the date of acceptance of the project by the Owner and for a period of time thereafter if so stated on the Bid Proposal. The Contractor shall inspect the irrigation system for proper operation at least bi-weekly during the maintenance period. Maintenance shall include,but not necessarily be limited to the following: 1 Adjustments of sprinkler height and plumb to compensate for settling. 2. Adjustment of head coverage as necessary 3 Unstopping heads plugged by foreign material. 4 Adjustment of controller as necessary to ensure proper performance. 5 All maintenance necessary to keep the system in good operating order Part 2 -MATERIALS 2.01 GENERAL Use only new materials of brands and types noted on the Drawings or specified herein or accepted equivalents. 2.02 PVC PIPE A. Unless otherwise noted or specified, all rigid plastic pipe shall be Polyvinyl Chloride (PVC) and shall conform to all requirements of product standard PS 22-70 or ASTM D1784-60 and D2241 for PVC 1120 (Type 1 - Grade 1) SDR26 or SDR 21 All pipe shall be Class 200 unless otherwise noted on the Drawings. 3/8 B All PVC pipe must bear the following markings. Manufacturer's name, nominal pipe size, schedule or class, pressure rating in PSI, NSF (National Sanitation Foundation) approval, and date of extrusion. C. Solvent cement and primer for PVC solvent weld pipe and fittings shall be of the type prescribed by the manufacturer Pipe joints for solvent weld pipe shall be made using bell end pipe where possible. 2.03 PVC FITTINGS Fittings for solvent weld pipe shall be socket type, PVC Schedule 40, meeting all requirements for use with pipe specified. All fittings shall bear the manufacturer's name or trademark, material designation, size, applicable I.P S schedule and NSF seal of approval. 2.04 COPPER PIPE Copper pipe shall be Type "L", conforming to ASTM B-88 Fittings for copper pipe shall be wrought copper or cast bronze, 150 PSI. Joints shall be solder joints with 50-50 tinantimony 2.05 GATE VALVES Gate valves for 3/4" through 3" shall be of brass or bronze construction, solid wedge, I.P.S threads, non-rising stem with wheel operating handle. 2.06 VALVE ASSEMBLY RISERS Risers for all multi-valve assemblies shall be equal in diameter to the largest valve in the assembly 2.07 BACKFLOW PREVENTER Shall be American made, of brass construction, 150 PSI working pressure, and of a type as required by local plumbing codes. 2.08 OTHER MATERIALS See the Drawings for specifications concerning electrical control valves, valve boxes, electrical control wiring, electrical controllers, sprinkler heads and nozzles, and hose bibbs. 2.09 METER,MASTER VALVE,ELECTRICAL Unless stated otherwise on the Drawings, water meters, master gate valves, and electrical power from the power source to the controller shall be supplied and installed by the Contractor 4/8 Part 3 -INSTALLATION 3.01 TRENCHING Trench excavation shall follow, as much as possible, the layout indicated on the Drawings (see also "Explanation of Drawings" above). Dig trenches straight and support pipe continuously on the bottom of the trench. Lay pipe to an even grade. The trench bottom shall be clean and smooth with all organic debris and sharp objects removed. Trench depths shall be as follows unless stated otherwise on the Drawings fourteen inches minimum for pressure lines, ten inches minimum for lateral lines. 3.02 VIBRATORY PLOW Piping may be installed through use of the vibratory plow method if soil conditions are satisfactory for this method. Vibratory plowing does not relieve the Contractor of the required minimum pipe depths as stated above. 3.03 PLASTIC PIPE Pipe shall be snaked in the trench as much as possible to allow for expansion and contraction. Solvent weld pipe shall not be installed when the air temperature is below 40 degrees Fahrenheit. Plastic pipe shall be cut so as to maintain a square end with burrs removed prior to installation to maintain an unobstructed water flow Plastic to plastic joints shall be made following the manufacturer's recommendations. 3.04 BACKFILLING A. The site of the work shall be continuously cleared of excess and/or waste materials as the backfilhng progresses, and daily shall be left in a neat workmanlike condition to the satisfaction of the Landscape Architect. No trenches shall be left open for a period of more than 24 hours. Any trenches left open overnight or at other unattended times shall be clearly flagged to prevent accidental injury B Trenches shall be carefully backfilled with excavated materials utilizing the following methods. 1 Puddling or ponding if backfill material has minimal moisture content or is of sandy or sandy loam content. 2. Mechanical tamping for all clay and silty soils with normal moisture content. 3 The first six inches of backfill or to the top of the pipe shall be hand placed and the trench bottom walked so as to secure the position of the pipe and wire. 5/8 4 The first half of the backfill shall then be deposited in the trench and compacted after which the remaining backfill shall be deposited and compacted. No wheel rolling will be allowed. 5 Any rock or debris extracted from backfill material shall be hauled off-site and disposed of at the Contractor's.expense. Any additional backfill made necessary because of extracted debris shall be approved matenal and shall be supplied at no expense to the Owner C. Any trenches that settle below the surrounding grade during the guarantee period shall be refilled and compacted to proper grades. The Contractor shall be liable for any damage that improperly filled and compacted trenches may cause to sod or planting bed areas, pavement, structures, or any work of other contractors. D After the installation is complete, The Contractor shall return all soil surfaces disturbed by his operations to the grades existing prior to the beginning of his work. 3.05 CONTROL WIRING Wiring between electric valves and controllers shall be buried in the main line trench under the pressure pipe where possible or under lateral lines where necessary If wire must be routed in trenches without piping, wire shall be placed inside a suitably sized PVC conduit. See the details in the Drawings for additional control wiring specifications. 3.06 AUTOMATIC CONTROLLERS Install according to the manufacturer's instructions. Electric control valves shall be connected to the controllers in numerical sequence as shown on the Drawings. The 120 volt power connection from the power source to the controller shall be the responsibility of the Contractor 3.07 ELECTRIC CONTROL VALVES Install where shown on the Drawings and according to details in the Drawings. When valves are grouped together (not in a valve assembly), allow at least twelve inches between valves, and install each valve in a separate valve box. 3.08 SPRINKLER HEADS Spacing of heads shall be as shown on the Drawings and shall be exceeded only with the prior approval of the Landscape Architect. Careful attention shall be given to setting heads at proper elevations as shown on the Drawings. 6/8 3.09 CLEAN-UP Clean-up shall be a daily operation throughout the duration of the work. The Contractor shall be responsible for disposing, off-site, of any trash or debris generated by the installation of the work. All excavated materials shall be deposited at least six inches away from any trench side. Any excess materials shall be promptly hauled away, leaving the backfilled trench with a neat and workmanlike appearance to the satisfaction of the Landscape Architect. 3.10 FLUSHING Before sprinkler heads are set, the Imes shall be thoroughly flushed in order to make sure that they contain no foreign matter All main lines shall be flushed from dead end fittings for a minimum of five minutes under a full head of pressure. 3.11 SYSTEM ADJUSTMENT & COVERAGE A. The Contractor shall flush and adjust all sprinkler heads for optimum performance and to prevent as much as possible any overspray onto walks, roadways, and buildings B Any areas which do not conform to the designed operation requirements due to unauthorized changes or poor installation practices shall be immediately corrected by the Contractor at no additional cost to the Owner C. If it is determined that adjustments in the imgation equipment will provide better coverage, the Contractor shall make such adjustments at the direction of the Landscape Architect prior to final acceptance. Adjustments may also include changes in nozzle sizes and degrees of arc as required. D When the irrigation system is complete, the Contractor shall perform a coverage test to determine if the water coverage for all areas is proper The Contractor shall correct at his expense any inadequacies of coverage due to deviations from plans, or where the system has been willfully installed as indicated on the Drawings when it is obviously inadequate, without bringing this to the attention of the Landscape Architect. If possible, this test shall be accomplished before any trees or turf are planted. 3.12 PUNCH LIST & FINAL INSPECTIONS A. Punch List Inspection. 1 When the Contractor is satisfied that the system has been installed in accordance with the plans and specifications including any modifications thereto, that it is operating properly, and that the project site has been properly cleaned up, he shall request a punch list inspection by the Landscape Architect. 2. The Contractor shall operate each zone of the system in its entirety During the inspection, a punch list of items needing completion or correction will be prepared by the Landscape Architect. Upon completion 7/8 of the inspection, the imgation contractor shall immediately begin correcting all deficiencies and shall prosecute the work regularly and without interruption until it has been completed. B, Final Inspection. 1 When the Contractor is satisfied that all punch list deficiencies have been corrected and that no others have occurred in the meantime, he shall request a final inspection by the Landscape Architect. The final inspection shall be conducted in the same manner as the punch list inspection. 2. Prior to the final inspection, the Contractor shall provide evidence that the Owner has received all accessories, as-built drawings, and equipment as required. Final inspection shall not occur until such evidence is provided. 3 Should deficiencies still exist, the Contractor shall correct them and request a re-inspection. Once.the Landscape Architect is satisfied that the system is complete and operating properly, he shall so certify in wnting and thus initiate the maintenance and guarantee periods. 8/8 K APPENDIX "A" GEOTECHNICAL REPORT Tolunay - WongII) Engineers , Inc ?L yam October 20,2000 TWEI Project No. 00-336 Walsh/Freese-Nichols 2010 E.Broadway Pearland,Texas 77581-5502 Attn: Mr.Mehran Bavarian,P.E. Reference: Supplemental Report Pearland Parkway(Stations 31+00+92+00 and Stations 120+00 to 186+00) Dear Mr.Bavarian: This transmittal presents our supplemental report to the referenced project. Our original report was issued on October 2, 2000 This supplemental report addresses the soil parameters for retaining wall design,the criteria for backfilling of ditch and the soil parameters for scour analysis. We understand that retaining walls are planned for the embankments at the Clear Creek Bridge crossing. The embankments.•will be constructed with TxDOT Type"C" fill soils. The retaining walls will typically be constructed with cement-stabilized sand for the width as calculated by 0.7 times the height of the embankment. Design parameters for the embankment fills are presented as follows: TxDOT TYPE"C"SOIL CEMENT-STABILIZED SAND Unit Weight 125 pcf 125 pcf Cohesion 150 psf 14400 psf Angle of 15° 0 Friction I We understand one of the ditches that are planned for box culvert may be backfilled to support traffic. We recommend that the backfill material should be cement stabilized sand. The backfill should be compacted in a minimum of 8 in.lifts to at least 95%of the maximum dry density(ASTM D 698). In using the cement stabilized sand as backfill,the concern of settlement of the backfill is greatly reduced. To assist the scour analysis of surficial soils,we recommend a D50<0.005mm for the clay soils we encountered within the upper 10-ft in the project borings. We trust this information satisfies your present needs. Please call if you have further questions. Sincerely, TOLUNAY-WONG ENGINEERS - Daniel " Wong Oira,P.E. 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 (713)722-7064 Fax(713)722-0319 GEOTECHNICAL INVESTIGATION PEARLAND PARKWAY (STATIONS 31+00 TO 92+00 AND.STATIONS 120+00 TO 186+00) BRAZORIA COUNTY,TEXAS { Prepared for WALSH/FREESE AND NICHOLS HOUSTON,TEXAS 1 Prepared by TOLUNAY-WONG ENGINEERS, INC. HOUSTON, TEXAS OCTOBER 2000 Tolunay - Wong01) Engineers , Inc October 2,2000 TWEI Project No:00-336 Walsh/Freese-Nichols 2010 E. Broadway Pearland,Texas 77581-5502 Attn: Mr Mehran Bavarian,P.E. GEOTECHNICAL INVESTIGATION PEARLAND PARKWAY (Stations 31+00 to 92+00 and Stations 120+00 to 186+00) FM 518 TO BELTWAY 8 BRAZORIA COUNTY,TEXAS We are pleased to submit our report of the geotechnical study for the referenced project. The study was performed in general accordance with our proposal, TWEI Proposal No. P00-188R, dated June 13,2000 Our proposal was authorized by you. We appreciate the opportunity to be of service to you. Please call us after you have reviewed this report so that we can issue the final report. Sincerely, TOLUNAY-WONG ENGINEERS,INC. I Ilia9 r John D Brown,P.E. Daniel Wong,Ph.D.,P.E. -;�,°E i. kir �� Copies Submitted. 3 Ala.034 E0a........ ; • +.. a• .:. RMK.JDB.DOW be .... } :• 70073 , .s•41.6 ?OO 3 4, 1 10710 S.Sam Houston Pkwy W.,Suite 100,Houston,TX 77031 (713)722-7064 Fax(713)722-0319 TABLE OF CONTENTS Page 1 INTRODUCTION •••• ••• 1 1 1 Project Description 1 1.2 Scope of Study 1 2 FIELD EXPLORATION ... ... ... ... .......... 2 2.1 Soil Sampling 2 2.2 Water Level Measurements 3 I 2.3 Boring Logs 3 3 LABORATORY TESTING ... ... .... ... ... ... ... .... ... 3 4 GENERAL SUBSURFACE CONDITIONS ........ ...... ... ....... 4 4 1 Soil Stratigraphy 4 4.2 Soil Properties 4 4.3 Groundwater Conditions .5 5 .PAVEMENT SUBGRADE PREPARATION ... ... ... 6 5 1 Site Stripping 6 5.2 Subgrade Stabilization. 6 5.3 Fill Placement for Roadway 7 6 PAVEMENT DESIGN RECOMMENDATIONS ...... ........ ... ..7 6.1 Design Parameters 7 6.2 Time Constraints 8 6.3 Traffic 8 6 4 Reliability 8 6.5 Environmental Effects 8 6.6 Serviceability .9 6.7 Modules of Subgrade Reaction(k) 9 6.8 Modules of Rupture 9 6.9 Loss of Support 10 610 Drainage 10 6.11 Load Transfer 10 6 12 Rigid Pavement Thickness 11 6.13 Rigid Pavement Reinforcement. 11 6 14 Pavement Maintenance 12 7 BRIDGE FOUNDATION DESIGN AND CONSTRUCTION ... 12 7 1 Deep Foundation Design and Construction. 12 7.2 Downdrag Loads 13 7.3 Driven Pile Installation. 13 7 4 Drilled Shaft Construction. 14 7.5 Lateral Load Analyses 16 7 6 Foundation Settlement. 16 8 EMBANKMENT DESIGN AND CONSTRUCTION.. ... ......... ... ... ... .... 16 Tolunay-Wong Engineers,Inc. Project No. 00-336 8.1 Embankment Stability Analyses. 16 8.2 Embankment Stability Analyses. 16 8.3 Fill Placement Recommendations 17 9 BOX CULVERT DESIGN AND CONSTRUCTION 17 9 1 Box Culvert Excavation 17 9.2 Box Culvert Design 18 9.3 Pavement Structure. 19 10 STORM SEWER DESIGN AND CONSTRUCTION... ................ .... 19 10 1 Utility Bedding and Backfill Criteria .20 10.2 Excavation and Bracing. .20 10.3 Groundwater Control .21 11 DESIGN REVIEW ... .............21 12 LIMITATIONS ... ... ... ... .... ... 22 Tolunay-Wong Engineers,Inc. Project No. 00-336 FIGURES 1 - I ' Plan ofBoring .Figures la, lb Soil Stratigraphy Profile Based on the Project Bonngs .Figures 2,3,4,5 Forms 1091.and 1190 (For Piling and Drilled Shaft Foundation Design) Figures 6a,6b,6c,6d Piling and Drilled Shaft Foundation Design(Accumulative Curves). Figures 7a,7b,7c,7d Results of Slope Stability Analyses for a 20-ft High Embankment. Figures 8a,8b,8c,8d APPENDICES Soil Boring Logs Appendix A Laboratory Data Appendix B Tolunay-Wong Engineers,Inc. Project No. 00-336 -I_ 1 INTRODUCTION A geotechnical study was performed for the proposed Pearland Parkway Project in Brazona County, Texas. The following sections outline the project description and scope of activities for the referenced project. 1.1 Project Description The project involves the construction of an approximately 2.5 mile long, four lane roadway that begins immediately north of FM 518 and terminates at Beltway 8. Project limits are from stations 31+00 to 92+00 and from stations 120+00 to 186+00 The alignment will cross over Barry Rose Ditch, Banbury Cross Ditch and Clear Creek. Clear Creek will be spanned by a bridge having two approach embankments. The crossings for the two ditches are planned to be culvert crossings. The project layout is shown on Figures 1A and 1B 1.2 Scope of Study The objectives of this study were to explore soil and groundwater conditions along the proposed roadway alignments and, on the basis of these conditions, to formulate geotechmcal design recommendations and construction guidelines for the referenced project. To accomplish our } objectives,we included the following geotechnical activities in this study Drilling eight soil borings to 15-ft depths along the roadway alignment, four 25-ft deep } borings at the box culvert crossings, and two 75-ft deep borings along the bridge alignment. } Performing laboratory tests on selected soil samples to evaluate physical and engineering properties of the subsoils Conducting engineering analyses to develop geotechnical design recommendations and construction guidelines for the project, including: 1 Soil stratigraphy 2. Groundwater conditions Tolunay-Wong Engineers,Inc. Project No. 00-336 i , -2- 3 Subgrade preparation and stabilizatidn requirements 4 Fill requirements 5 Paving design in accordance with AASHTO and TXDOT specifications 6. Bridge foundations design using TxDOT design criteria 7 Box culvert excavation and placement 8. Storm sewer bedding and backfill requirements 9 Retention criteria and groundwater control 2 FIELD EXPLORATION The field exploration consisted of drilling fourteen borings along the proposed parkway alignment. The borings were drilled between July 27 and August 31, 2000 and drilled to depths of 15 ft to 75 ft with a truck-mounted rig having hydraulic drawdown.The approximate locations of the borings are shown on Figures 1A and 1B The elevation, station, and offset information of the project borings was provided by Walsh Surveying, Inc. and are presented on the individual boring logs. 2.1 Soil Sampling Soils typically were sampled at 2-ft intervals to the bonng completion depths. The borings were initially dry augered until free water was encountered and then continued using wet rotary methods. Cohesive soil samples typically were obtained by hydraulically pushing a 3-in. diameter, thin-walled Shelby tube a distance of about 24 in. in accordance with ASTM D 1587 The soil samples were extruded in the field and visually classified by our field technician. Our field technician measured the penetration resistance of the recovered soil samples using a calibrated hand penetrometer The penetration resistance data are shown on the boring logs. Representative portions of the recovered soil samples were wrapped in aluminum foil, sealed in plastic bags and transported to our laboratory Tolunay-Wong Engineers,Inc. Project No. 00-336 -3— Cohesionless soils were typically sampled by driving a 2-in. diameter, split-barrel sampler The sampler was driven about 15 in. by blows from a 140-1b. hammer falling 30 in. in accordance with ASTM D 1586. Our field technician recorded the number of blows required to drive the sampler through each 6-in. interval. These blow counts are shown on the boring logs. The sum of blows required to penetrate the final 12 in. is the Standard Penetration Test "N" value. Our technician visually classified the recovered soil samples in the split-barrel sampler and sealed representative portions in plastic bags for transport to our laboratory The Texas Department of Highways and Public Transportation (TxDOT) cone penetrometer was utilized to measure in situ soil consistencies at approximate depth increments of 5 ft. The tests were performed by seating a 3-in. diameter cone into the soil with 12 blows from a 170-1b. hammer failing 24 in. After seating, the number of blows required to advance the cone for two consecutive 6- in.intervals is recorded at the appropriate depths on the individual logs of borings. 2.2 Water Level Measurements All soil borings were dry augered until free water was encountered to evaluate the presence of perched or free waterr conditions and then continued using wet rotary methods. We obtained three 1 consecutive 5-min. water-level measurements in each boring after encountering free water In addition, 24-hr to 48-hr water level readings were obtained m the open boreholes. 2.3 Boring Logs Our interpretations of general soil and water-level conditions at the boring locations are included on the boring logs. The boring logs are presented in Appendix A. 3 LABORATORY TESTING We performed selected soil mechanics laboratory tests on the samples recovered from the borings to measure their physical and engineering properties. The testing program consisted of the moisture content determination of the recovered soil samples,plasticity characteristics of selected soil samples by determining their Atterberg limits, unconfined compression tests to measure the undrained shear strength of cohesive soil samples and the measurement of the fines contents of granular soil samples. The results of the laboratory tests are given on the logs of borings presented in Appendix A. i— Tolunay-Wong Engineers,Inc. Project No. 00-336 -4— ti 4 GENERAL SUBSURFACE CONDITIONS 4.1 Soil Stratigraphy This section presents the generalized observed soil stratigraphy for the roadway alignment as characterized by the project borings. A generalized soil stratigraphy profile based on the project borings is shown on Figures 2 through 5 } The soil stratigraphy for borings CB-1 through CB-11 and CB-14 typically consists of clays and to a lesser extent sandy clays with occasional silty sand layers to the 15-ft.and 25-ft explored depths except for borings CB-12 and CB-13 Borings CB-12 and CB-13 were drilled to 75-ft depths on the south and north banks of Clear Creek, respectively These deep bridge borings generally consist of alternating layers of clays and silty sands/fine sands and to a lesser extent, sandy clays to the 75-ft boring completion depths. Detailed descriptions of the soils are presented in the boring logs in Appendix A. 4.2 Soil Properties The soil properties to be used in the various design procedures for the roadway alignment were based on the data base developed from the field and laboratory programs. These properties are addressed in the following paragraphs. We measured liquid limits ranging from 50% to 94% and plasticity indices of 24 to 63 on eighteen selected clay soil samples. The median values of liquid limit and plasticity index for clay soils are 74% and 47,respectively The in situ moisture contents for these samples ranged from eight percentage points dry to six-percentage points wet of the corresponding plastic limits. We measured undrained shear strengths ranging from 3.6 psi to 47.3 psi on twenty cohesive soil samples recovered from the project borings. The median value of undrained shear strength is 10 psi. Based on the measured undrained strengths,the pocket penetrometer data, and the TxDOT cone data,the cohesive soils were inferred to have soft to very hard consistencies. Tolunay-Wong Engineers,Inc. Project No. 00-336 1 -5- i We measured fines contents ranging from 5% to 45% on six cohesionless soil samples recovered from the project borings. A fines content of 83% was measured on a selected sandy clay samples in boring CB-5 4.3 Groundwater Conditions The project borings were dry augered initially to evaluate the groundwater conditions. The borings were left open so that water level measurements could be taken in about 24 to 48 hours after they were completed. Water levels measured in open boreholes are only approximate since they can be influenced by caving, surface runoff, and infiltration from perched water Accurate determination of groundwater levels, usually made from open standpipe piezometers, was beyond the scope of this study The following table summarizes groundwater depth observations. Boring Ground Level Free Water Static Groundwater Total Depth Cave-in Depth No. Elevation(ft) Depth(Elev.) Depth(Elev) (ft) (ft) 1 41.2 13.5 ft(27 7 ft) 5.0 ft.(36.3 ft) 15 6.1 2 39 4 13.0 ft(26.4 ft) 8.5 ft(30.9 ft) 15 10.3 3 39.0 Dry Dry 25 • 14.8 4 38.2 Dry Backfilled by Unlmown 25 - 5 40.5 10.5 ft(30.0 ft) 9.3 ft(31.2 ft) 25 13.2 6 40.9 Dry 13 4 ft(27.5 ft) 25 15 1 7 40.3 13.5 ft(26.8 ft) 11.2 ft(29 1 ft) 15 12.9 8 42.8 Dry Dry 15 14.3 9 411 Dry Dry 15 14.5 10 40.4 Dry Dry 15 14 7 11 39.6 Dry Dry 15 14.9 12 40.5 35 0 ft(5.5 ft) 15 1 ft(25 4 ft) 75 55.3 13 40.3 16.6 ft(23 7 ft) 16.2 ft(24 1 ft) 75 50.3 14 40.4 Dry Dry 15 - I I n1 , - Tolunay-Wong Engineers,Inc. Project No. 00-336 i i -6— I 5 PAVEMENT SUBGRADE PREPARATION Pavement subgrade preparation including site stripping, subgrade compaction and fill placement may be required. These considerations are addressed in the following paragraphs. 5.1 Site Stripping Areas within roadways should be stripped of topsoil and organic matter, such as major root systems, to a depth of at least 4-in. Tree stumps located within the pavement areas, if encountered, should be grubbed to full depth. After stripping, areas within roadways should be proof-rolled to detect zones of soft or wet material for removal. Proof-rolling of the subgrade should be performed with a heavy rubber-tire vehicle such as pneumatic-tire roller or loaded dump truck. If encountered, such soils should be undercut and replaced with material of similar physical and moisture characteristics. Particular care should be given to limiting excessive subgrade drying and desiccation as a means of reducing subsequent subgrade swelling after construction. The ground surface should be appropnately graded throughout construction to prevent ponding of rainfall runoff and provide positive drainage. The stripping and proof-rolling should be witnessed by the Goetechnical Engineer or his representative. 5.2 Subgrade Stabilization The surficial soils within the pavement areas consist of high plasticity clays. We recommend that after stripping in the pavement areas, the areas with exposed clay soils should be stabilized with hydrated lime to a 12-in depth. For planning purposes, a hydrated lime content of 6%,by dry weight, may be specified in the project documents. We recommend establishing a separate line item for stabilizer since that actual requirements should be verified in the field after stripping and grading. Verification is typically done by performing liquid limit and plastic limit tests on stabilized samples containing various hydrated lime contents. Texas Department of Transportation Specifications (TxDOT), Items 260 and 264, can be used as a procedural guide for placing,mixing,and compacting lime stabilizer and soil.The stabilized soil should be compacted to at least 95% of the standard Proctor maximum dry density within two percentage points of the optimum moisture content. Tolunay-Wong Engineers,Inc. Project No. 00-336 -7— , 5.3 Fill Placement for Roadway Fill required for grading at the roadways should preferably be select cohesive soil having a • measured plasticity index of 7 to 20, and should be free of organic matter and excess silt. All fill should be placed in lifts not exceeding 8-in. loose measure. All fill should be compacted to at least 95% relative compaction and at a moisture content within two percentage points of the optimum moisture content. The laboratory-measured maximum dry density and optimum moisture content should be determined in accordance with ASTM D 698. 6 PAVEMENT DESIGN RECOMMENDATIONS The data presented in this report have been used for analysis of pavement design requirements in accordance with the "AASHTO Guide for Design of Pavement Structures — 1993" prepared by the American Association of State Highway and Transportation Officials. The design approach includes certain modifications to the "AASHTO Interim Guide for Design of Pavement Structures, 1981"which was developed as a result of the AASHTO Road Test program and based on road user definition of failure. The primary basis for the AASHTO pavement prediction method is cumulative heavy axle load applications. A mixed traffic stream of different axle loads and configurations is converted into an equivalent number of heavy load applications, termed 18-kip Equivalent Single Axle Loads (18-kip ESAL), using load equivalency factors determined at the } AASHTO Road Test. The general methodology in the AASHTO Guide for Design of Pavement Structures, 1993 (AASHTO Design Guide)relates the total numbers of 18-kip ESAL's to the service life of the pavement structure. We performed rigid pavement design including selection of design parameters, in accordance with the AASHTO design Guide. The following parameters were used in our analyses. 6.1 Design Parameters The AASHTO pavement prediction method requires the definition of four categories of parameters. The categories include design variables, performance critena, material properties for structural design, and structural characteristics. The following paragraphs describe the design parameters used in our pavement design analysis. The selected parameters are in accordance with the 1 current AASHTO Design Guide. Tolunay-Wong Engineers,inc. Project No. 00-336 1 -8- 6.2 Time Constraints Selection of performance analysis period inputs will affect the pavement design from the dimension of time. The performance period refers to the period of time that an initial pavement structure will last before it needs rehabilitation. The analysis period refers to the period of time for which the analysis is to be conducted. We used a 20-year performance period as a design basis for this project. 6.3 Traffic The design procedure is based on cumulative expected 18-kip Equivalent Single Axle Load (ESAL) applications during the analysis period. The AASHTO Design Guide presents a procedure for converting a mixed traffic stream of different axle loads and axle configurations into a design traffic number Each expected axle load is converted into an equivalent number of 18-kip single axle loads and these loads are summed over the performance period. Traffic loading for this project was furnished by Walsh/Freese and Nichols. We converted the design Average Annual Daily Traffic (AADT)values to 18-kip ESAL applications ranging from 1 million to 10 million. 6.4 Reliability Reliability is defined as the probability that a pavement section designed using the AASHTO process will perform satisfactorily for the design period, given the assumed traffic and environmental conditions. Application of the reliability concept requires definition of the functional classification of the facility, selection of reliability level, and selection of a standard deviation that is representative of local conditions. For this project, we used a reliability level of 95%. Based on the performance prediction error that was developed at the onginal AASHTO Road Test, and average standard deviation of 0.25, corresponding to a total standard deviation for traffic of 0.35,was used in the rigid pavement design. 6.5 Environmental Effects Loss of riding quality and serviceability can result from temperature and moisture changes affecting the strength, durability, and load carrying capacity of the pavement and roadbed materials, as well as roadbed swelling due to expansive potential of the subgrade soils. Moisture effects can be controlled by providing proper drainage and surficial sealing. Effects of subgrade treatment and Tolunay-Wong Engineers,Inc. Project No. 00-336 -9— drainage on the pavement design are included in such parameters as the loss of support factor and the drainage coefficient which are discussed in the following paragraphs. 6.6 Serviceability The serviceability of a pavement is defined as its ability to serve the types of traffic which use the facility The primary measure of serviceability is the Present Serviceability Index (PSI) which ranges from 0 (impossible road) to 5 (perfect road). The basic design philosophy of the AASHTO Guide is the serviceability/performance concept. This concept provides a means of designing a pavement based on a specific total traffic volume and a minimum level of serviceability desired at the end of the performance penod (Terminal Serviceability Index, pt). Selection of Pt is based on the lowest index that will be tolerated before rehabilitation, resurfacing, or reconstruction becomes necessary The AASHTO Design Guide suggests a Pt of 2.5 (used to indicate pavement in fair condition) or higher for design of major highways, and 2.0 (used to indicate pavement in poor condition) for highways with lesser traffic volumes. An original or initial Serviceability (po) of 4.5 for rigid payments,which was observed at the AASHTO Road test,are typically used in our analyses. Once Po and Pt are established, the following equation is applied to define the total change in the serviceability index: APSI=po-Pt We used a po of 4.5 and a pt of 2.5 for pavement analysis. 6.7 Modules of Subgrade Reaction(k) The strength of the subgrade for design of rigid pavements is characterized by the modules of subgrade reaction (k). The value of a k depends on the modulus of elasticity of the subgrade soils. Stabilization and compaction of the subgrade soils will typically result in a k value of about 200 pci, based on our experience in the area and similar soils. 6.8 Modules of Rupture The modules of rupture (MR) for the concrete pavement as required by the design procedure is the mean value determined after 28 days using third-point loading(AASHTO T97). Because of the treatment of reliability in the AASHTO Design Guide, it is strongly recommended that the normal Tolunay-Wong Engineers,Inc. Project No. 00-336 i , -10— I - construction specification for modulus of rupture (flexural strength) not be used as input, since it represents a value below which only a small percent of the distribution may lie. If it is desirable to use the construction specification, then some adjustment should be applied, based on the standard deviation of modulus of rupture and the percent of the strength distribution that normally falls below the specification. In our analysis, we used an average 28-day flexural strength of 500 psi, and 650 psi for comparison purposes. 6.9 Loss of Support This factor accounts for the potential loss of support for rigid pavements arising from subbase erosion and/or differential vertical soil movements. It is treated in the actual design procedure by diminishing the effective modulus of subgrade reaction values based on the size of the void that may develop beneath the slab Recommended loss of support factors (LS) in the AASHTO Design Guide range from 1 0 to 3 0 for stabilized soils. We used a LS of 1 0 to reduce the k value for the lime stabilized subgrade from 200 pci to 70 pci. 6.10 Drainage The expected level of drainage for a ngid pavement is incorporated into the performance equation through the use of a drainage coefficient, Cd. The coefficient will depend on the quality of drainage and the percent of time during the year the pavement structure would normally be exposed to moisture levels approaching saturation. Drainage coefficients ranging from 1.25 (excellent drainage,less than 1%exposure)to 0 70(very poor drainage, greater than 25%exposure)are given in the AASHTO Design Guide. A Cd value of 1 1, corresponding to good quality drainage with the rigid pavement structure being exposed to moisture levels approaching saturation approximately 1% to 5%of the time,was used in our analyses. 6.11 Load Transfer The load transfer coefficient, J, is a factor used in ngid pavement design to account for the ability of a concrete pavement structure to distribute load across discontinuities such as cracks or joints. The recommended values for J in the AASHTO Design Guide, for different conditions developed from experience and mechanistic stress analysis,range from 2.3 to 4 4 Tolunay-Wong Engineers,Inc. Project No. 00-336 A load transfer coefficient of 3 0,which assumes a jointed reinforced concrete pavement with some type of load transfer device such as dowel bars at the joints,was used. 6.12 Rigid Pavement Thickness Based on the discussed design parameters and using the "AASHTO Pavement Design Program" for personal computers, the following design pavement thicknesses were calculated for a stabilized subgrade for 28-day concrete flexural strengths (modulus of rupture) of 550 psi and 650 psi. Rigid Pavement Thickness(inches) Concrete Modulus of Rupture 18-kip ESAL Applications 550 psi 650 psi 1,000,000 7.50 7 00 3,000,000 9 00 8.25 5,000,000 9 75 9 00 7,000,000 10.25 9.50 10,000,000 10.75 10.00 6.13 Rigid Pavement Reinforcement Concrete pavements should be reinforced in accordance with applicable State of Texas requirements. Reinforcing steel should consist of reinforcing bars running in both directions. The amount of reinforcing steel may be determined from the following equation. As=WFL/2fs where: AS=required steel area per ft of width W=weight of the slab(psf) F=Coefficient of resistance between slab and subgrade(generally assumed to be 1.5) fs=Allowable tensile stress in the steel(psi) L=Length of slab(ft) Tolunay-Wong Engineers,Inc. Project No. 00-336 -12- The above equation also applies to the design of transverse steel reinforcement in continuously reinforced concrete pavements. Longitudinal reinforcing steel requirements in continuously reinforced concrete pavements are presented in the AASHTO design Guide. All longitudinal, transverse and construction joints should be keyed and doweled. As a minimum,dowels should consist of No. 5 bars, 18-in.long on 18-in. centers. Dummy groove joints are recommended to control cracking in spans in excess of 30-ft in length. Dummy joints may be sawed to a depth equal to 'A the thickness of the slab. City and County standards should be consulted in planning the reinforcing and joint details for the pavement and should govern if found to conflict with the above recommendations. 6.14 Pavement Maintenance It is essential to maintain the pavement to prevent infiltration of water into the subgrade soils. Allowing water into the subgrade will accelerate pavement failure and maintenance requirements. Periodic maintenance must be performed on the pavement sections to seal any surface cracks and prevent infiltration of water 7 BRIDGE FOUNDATION DESIGN AND CONSTRUCTION The project involves the construction of a bridge crossing at Clear Creek. The proposed bridge may be supported on driven precast concrete piles or drilled cast-in-place concrete shafts. The following sections discuss design and construction recommendations for the deep foundations for the bridge crossing. 7.1 Deep Foundation Design and Construction We prepared accumulative allowable static frictional resistance curves in accordance with the guidelines presented in the "Foundation Exploration and Design Manual" prepared by The Bridge Division of the Texas Highway Department.These curves were prepared for driven,piles and drilled shafts for the locations of borings CB-12 and CB-13 We used the followmg assumptions in developing those curves: Tolunay-Wong Engineers,Inc. Project No. 00-336 - 13- • A soil reduction factor of 0 7 was applied to the calculated allowable static frictional resistance for driven piles to determine the allowable static friction resistance for drilled shafts. • Skin friction for the driven piles was limited to 1.25 tsf as specified by TxDOT • The design curves are for axial loads on vertical foundation units and assume soil cover around the unit either from the existing ground or from the mudline at the bonng locations at the time of our study • Standard geotechnical design for deep foundation units typically disregards frictional resistance from at least the top 5-ft depth to account for construction disturbance,scour, etc. • End bearing was not considered herein for the deep foundation units. The accumulative allowable static frictional resistance computations for borings CB-12 and CB-13, presented in a format similar to TxDOT Forms 1091 and 1190 for piling and drilled shaft foundation design, are presented on Figures 6A through 6D The accompanying curves for driven pile and drilled shaft design are presented on Figures 7A through 7D The capacities are for gravity loads on individual foundation units with a minimum center-to-center spacing of three pile or shaft diameters. 7.2 Downdrag Loads Downdrag loads are not expected in the overconsolidated soils encountered at the proposed bridge crossing. 7.3 Driven Pile Installation Materials for the manufacture of precast concrete piling should be in accordance with guidelines set forth in the publication"Recommendations for Design,Manufacture and Installation of Concrete Piles" prepared by ACI Committee, 543 Presented below are some recommendations, which constitute good driving practice for precast concrete piles. Tolunay-Wong Engineers,Inc. Project No. 00-336 -14- Pile Alignment— The pile should be properly aligned prior to driving and held with fixed leads. Realignments should not be allowed once driving has commenced. The top of the pile should be square or perpendicular to the longitudinal axis of the pile to prevent damage to the pile edges during driving. Driving Energy - Driven concrete piles are typically installed with a dynamic hammer having an effective driving energy of 18,000 ft-lbs to 48,000 ft-lbs per blow Driving resistance of between 80 } and 100 blows per ft for such a hammer is generally considered refusal. Driving stresses should be reduced by shortening the hammer stroke when driving through relatively soft soils. This reduction in energy delivered to the pile will decrease the possibility of developing damaging reflected tensile stresses in the concrete pile. Cushioning Considerations - The entire hammer-cushion pile system should be compatible and capable of installing piling to design penetrations in an undamaged state. Adequate cushioning material between the pile driver's cap and the pile head should be provided. For piles of over 50-ft length, a cushion of softwood with a thickness of 6 in.to 12 in.is preferred. Pre-augering - Installation of displacement piling may encounter hard dnving in very dense sand stratum or in very stiff to hard consistency cohesive zones. Pre-drilling may be employed if blow counts exceed 100 blows per foot, however, in waterbearing cohesionless soils this method will be very difficult and prejetting may be used. Jetting should extend no deeper than 5 ft above the final tip elevation. Jetting operations should be monitored carefully Jetting is not recommended in cohesive soils. 7.4 Drilled Shaft Construction Installation of drilled shafts in waterbearing cohesionless soils will require slurry-drilling procedures to seal off the waterbeanng zone. Several practical considerations of importance in drilled shaft construction including alignment, drilling method, and concrete placement are presented below. Shaft Alignment. It is often difficult to get a drilled shaft perfectly aligned either in plan or elevation. The alignment at the ground level should be within 4%'of the shaft diameter Larger misalignment may require an adjustment in design for the additional moment resulting from Tolunay-Wong Engineers,inc. Project No. 00-336 -15— 1 eccentricity of the design load. Maiiiinum vertical misalignment as suggested by ACI Committee 336.1 is as follows: Category A -Non-reinforced shafts extending through materials offering minimal lateral restraint- not more than 0 125 x diameter } Category B -Same but soil is competent for lateral restraint-not more than 0.015 x shaft length. Category C -Reinforced concrete shaft-to be determined on a site basis by the project engineer Drilled shafts should not be excavated within three shaft diameters, edge-to-edge, of shafts that have been concreted within 24 hours. The head elevation of all existing,shafts within three shaft diameters of a shaft being constructed should be monitored before and after the shaft construction. Differences in elevation should be brought to the attention of the Geotechnical Engineer Drilling Method. For shafts constructed with drilling mud, a visual inspection is not possible. A check on verticality of the shaft should be made to the full depth of dry augering prior to introducing drilling mud. A common specification on verticality is one percent of the shaft length. Typically, problems with verticality develop early in the excavation process and can be corrected before the drilling mud is introduced. Drilling mud should be checked occasionally during shaft excavation. The properties of drilling mud should be maintained at a specific gravity of 1 1 to 1.2, a viscosity of 30 to 45 sec on the Marsh funnel, and a sand content of less than 10%. When a shaft excavation is completed to full depth with drilling mud, the bottom should be probed, sounded, and cleaned with a "clean out" bucket before concreting. A final probing after the cleaning operation is essential for slurry excavation. Concrete Placement. Following inspection, the excavation may be filled with concrete placed through a tremie pipe or by pumping. The tremie pipe diameter should be at least as large as eight times the largest concrete aggregate size.The use of high slump concrete, 6-in. to 9-in. slump,is recommended for placement in slurry conditions. A computation of final concrete volume for each shaft should be made. Shafts exhibiting either excessively high or significantly low volume of concrete should possibly be cored. Tolunay-Wong Engineers,Inc. Project No. 00-336 1 -16— 7.5 Lateral Load Analyses It is necessary to design the foundation unit to resist both vertical and lateral loads. The foundations will be subjected to lateral loading from wind forces and other sources.The lateral forces generated from those sources will be taken by mobilization of resistance in the surrounding soils as the unit deflects, and by the structural capacity of the foundation section. We will be glad to provide lateral load capacities for you when the foundation depths,types,and sizes have been selected. 7.6 Foundation Settlement Post-construction vertical movements due to design loads are not anticipated to be larger than 0.5 in. for driven piles or drilled shafts. installed using proper construction techniques. Movements will consist of elastic shortening of the foundation unit and deformation at the foundation tip. 8 EMBANKMENT DESIGN AND CONSTRUCTION We understand that the embankments leading to the proposed Clear Creek Bridge crossing will have a maximum height of 20 and 4 (horizontal) to 1 (vertical) sideslopes. The embankments may be constructed with TXDOT Type "C" fill soils. The following sections present the results of the embankment settlement and stability analyses considering Type "C" fill soils. Figures 8a through 8d present the 20-ft embankments. 8.1 Embankment Stability Analyses The cohesive soils underlying the proposed embankments are overconsolidated. Total settlement of the subsurface soils due to embankment construction is estimated on the order of 2 in.to 3 in. for 20-ft high embankments. An additional 1.5 in. to 2 in. of settlement should be expected within the Type "C" embankment fill. About 50 to 60% of these settlements will be realized during construction. 8.2 Embankment Stability Analyses Global stability analyses were performed for 20-ft high embankments constructed with Type "C" fill matenal and a 4H.1 V vertical sideslopes. The soil stratigraphy modeled below the embankment is representative of the conditions encountered in the borings along the embankment areas. Tolunay-Wong Engineers,Inc. Project No: 00-336 -17— Our results indicate that a 20-ft high embankment will have a factor of safety against sliding failure of 4.3 dunng the short-term(construction period) and a factor of safety against sliding failure of 1.98 during the long-term (performance period). Figures 8a through 8d present the results of our slope stability analyses. 8.3 Fill Placement Recommendations The fill should be placed in lifts not exceeding 8-in. loose measure and compacted to at least 95% of the minimum density determined in accordance with Test Method TEX-114-E. The lifts should be uniform across the entire roadway width. The 1993 Standard Specifications for Construction of Highways, Streets, and Bndges of the TxDOT can be used as a guide for density control specifications. Design parameters for TxDOT Type "C" soils are: unit weight is 125 pcf, cohesion is 150 psf and angle of friction is 15 degrees. Subgrade preparation should consist of stripping surface vegetation to a nominal depth of 2 in. to 3 in. Stumps and large root systems should be grubbed to full depth. The exposed surface should be scarified to a depth of at least 4 in. and compacted to the same requirements for embankments. Any soft spots encountered should be excavated and replaced with suitable fill material. 9 BOX CULVERT DESIGN AND CONSTRUCTION Box culvert crossings are proposed for Banbury Cross Ditch (sta. 59+00) and Barry Rose Ditch(sta. 73 + 75) Four 25-ft deep soil borings, CB-3 and CB-4 at Banbury Cross Ditch and CB-5 and CB-6 at Barry Rose Ditch, were drilled to evaluate the subsurface soils. 9.1 Box Culvert Excavation Excavation retention and groundwater control for the box culverts are the contractor's responsibilities. The comments and suggestions given in this report regarding construction planning are for information purposes only and may be used to review the contractor's proposed construction procedures. Tolunay-Wong Engineers,Inc. Project No. 00-336 -18— Based on the observed conditions in the project borings, excavations for the proposed box culverts are anticipated to encounter primarily clays and sandy clays except in the vicinty of boring CB-3 Silty sand was encountered between the 10-ft and 16-ft depths in boring CB-3 If seepage into these excavations occur as a result of surface influx or perched water conditions, it can probably be controlled by pumping from sumps. Mechanical dewatering of the silty sands such as those encountered in boring CB-3 may be.necessary Ground water levels and seepage conditions should be checked just prior to excavation. 9.2 Box Culvert Design The box culvert is a buried rigid structure which is constructed in an excavation and then backfilled. The pressures which the soil can be expected to exert on the walls are mainly a function of the type of backfill and its method of placement. Over compaction of backfill behind walls and utilization of highly plastic expansive clay backfill are practices which generally produce the highest wall pressures. In these horizontal earth pressures exceeding the vertical earth pressure can be expected. Backfill selection and its method of placement are critical. Bank sand, select cohesive soil, and on-site cohesive soils are the three types of fill material that may be considered for this project. Bank sand is a silty fine sand which contains no more than 40 percent material passing the No. 200 Sieve and is free of clay balls and debris. Select cohesive soil has a plasticity index of 7 to 20,a maximum liquid limit of 40 percent and is free of organic and other deleterious material. If on site soils are used, most of the excavated soils for the box culverts will be clays and sandy clays with plasticity indices more than 20 The backfill to be used behind the culvert walls should be inspected prior to use. The fill should be placed in 8 in. loose lifts and compacted to 90% of the maximum standard Proctor density at a moisture content within two percentage points of the optimum (ASTM D 698). Fill under pavements should be compacted to at least 95% of ASTM D 698. Shrinkage of up to 1% of fill thickness can be expected in compacted fill. Design lateral pressures for the box culvert walls may be calculated for each backfill type and compaction level using the following equivalent fluid densities. Tolunay-Wong Engineers,Inc. Project No. 00-336 } -19— Equivalent Fluid Densities(pcf) Soil Type Compactive Effort (%) Above Water Below Water Table Table* Select cohesive backfill(7<PI<20) 88 to 92 65' 95 93 to 98 85 103 Non-select cohesive backfill(PI>20) 88 to 92 75 105 93 to 98 100 113 Bank Sand(Fines content<25%) 88 to 92 55 88 93 to 98 75 96 *These magnitudes include a water component,if applicable. The bank sand backfill is generally more expensive but produces correspondingly lower design wall pressures. If bank sand is used, it should be capped at the ground surface with 2 ft of select or on-site non-select cohesive material. An allowable gross total gravity load bearing pressure of 3000 psf may be used in design for box culvert foundations placed in undisturbed stiff to very stiff cohesive soils. Vertical soil pressure above the top of the box culvert may be calculated by multiplying backfill thickness (in ft.) by 130 pcf. Traffic wheel load of 500 psf should also be incorporated into calculations for vertical pressure. 9.3 Pavement Structure The new pavement structure across the new box culverts should match the design pavement sections for the proposed alignment. This includes stabilizing the upper 12 in. of subgrade soils beneath the pavement with 6% lime by dry weight. All stabilized soils should be compacted to at least 95'% of the maximum dry density within two percentage points of the optimum moisture contents(ASTM D 698). 10 STORM SEWER DESIGN AND CONSTRUCTION We understand that storm sewers will be improved along the project alignment. The sizes and depths of the sewers are presently not known. Excavations for the sewers are expected to encounter Tolunay-Wong Engineers,Inc. Project No. 00-336 -20- primarily cohesive soils for the project borings. Waterbearing sands should be anticipated below the 10-ft depth in borings CB-3 and CB-13 Seepage influx into the excavations within the cohesive soils can probably be handled by sumps and pumps. Mechanical dewatering may be necessary if waterbearing sands and silts are encountered. 10.1 Utility Bedding and Backfill Criteria Bedding and backfill for storm sewers should be constructed using the City of Houston Department of Public Works and Engineering Standard Construction Specifications for Wastewater Collection Systems, Water Lines, Storm Drainage and Street Paving, dated.July 1997 In accordance with these specifications, the backfill requirements should conform to Section 02317 "Excavation and Backfill for Utilities"and Section 02320"Utility Backfill Material." In accordance with the City of Houston Standard Construction Details, bedding and backfill for storm sewers, dependent on the size of the pipe, outlined on Drawings No 02317-03, No. 02317- 04, and No. 02317-09 appears to be.appropriate for storm sewers bedded within the cohesive soils encountered along the alignment, provided a stable trench has been achieved through sumping the seepage from the cohesive soils below the water table. When excavation terminates in dry cohesive soils, or wet cohesive soils are made stable by sumping and pumping, minimum bedding as outlined in Drawing No. 02317-03 should be used for 24-in. diameter or smaller sewers, Drawing No. Q2317- 04 for 24-in. to 36-in. diameter sewers, and Drawing No 02317-09 for sewers 42-in. and greater in diameter If excavations encounter waterbearing silty sands, such as those encountered at 10-ft depth in borings CB-3 and CB-13, then additional bedding requirements, including the installation of a minimum 6-in. thick crushed stone foundation wrapped with filter fabric at the bottom of the excavation,will be necessary In this case the Drawing Nos: 02317-02 and 02317-06 should be used as a guideline. 10.2 Excavation and Bracing Trench excavations which exceed 5-ft depths will require an adequate retention system to protect employees from cave-ins. The current Occupational Safety and Health Administration (OSHA) standards (29 CFR, part 1926, Subpart P) include provisions for the design of sloping and Tolunay-Wong Engineers,Inc. Project No. 00-336 j -21- benched trench excavations in single or multiple-layer soil stratigraphics less than 20-ft deep, in lieu of bracing and shoring. The regulations specify maximum slope declivities contingent on soil type: Type A,Type B, Type C. The encountered layered cohesive natural and fill soils would be classified as "Type C." The trench shield (box), if used, should be designed by the contractor to withstand lateral loads imposed by the specific soil conditions. The soil stratigraphy and groundwater conditions encountered during excavations may vary from those observed in the project bormgs or characterized. herein. The contractor should collect additional subsurface information as he deems necessary to determine if the existing conditions are representative of those described here. All excavations and retaining structures should be monitored on a continuous basis by experienced personnel who can make evaluations as to the appropnateness of the retention system used. 10.3 Groundwater Control Construction dewatering and excavation retention are the contractors responsibilities. We provide groundwater control planning comments and suggestions for informational purposes. These comments may be used to review the contractor's proposed excavation procedures. Seepage influx into the excavations within cohesive soils probably be handled by sumps and pumps provided the excavations remain open for short periods. Excavations below the 10-ft depth in the vicinity of borings CB-3 and CB-13 will require mechanical dewatering of the waterbearing silty sands.We recommend installation of piezometers along the alignments prior to construction to assess the water level information. Groundwater levels and seepage conditions should be checked just prior to excavation. 11 DESIGN REVIEW Review of the design and construction plans as well as the specifications should be performed by TWEI before release. The review is aimed at determining if the geotechnical design recommendations and construction criteria presented in this report have been properly interpreted. Design review is not within the scope of work authorized in this study Should you elect to retain TWEI to perform a design review, additional fees would be applicable. Tolunay-Wong Engineers,Inc. Project No. 00-336 -22— 12 LIMITATIONS This report has been prepared for the exclusive use of Walsh/Freese and Nichols and its design team for specific application to the construction of the referenced roadway Our report has been prepared in accordance with generally accepted geotechnical engineering practice common to the local area.No other warranty,expressed or implied,is made. The analyses and recommendations contained in this report are based on the data obtained from the referenced subsurface exploration. The borings indicated subsurface conditions only at the specific locations and time, and only to the depths penetrated. The borings do not necessarily reflect strata variations that may exist between boring locations. The validity of the recommendations is based in part on assumptions about the stratigraphy made by the Geotechnical Engineer Such. assumptions may be confirmed only during earthwork and foundation construction. If subsurface 1 conditions different from those described are noted during construction, recommendations in this report must be reevaluated. If any changes in the nature, design, or location of the,sewers are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing by TWEI. TWEI is not responsible for any claims, damages, or liability associated with interpretation of subsurface data or reuse of the subsurface data or engineering analyses without the expressed written authorization of TWEI. Tolunay-Wong Engineers,Inc. Project No. 00-336 1 { �— ,� '� I DESC. STATION OFFSET ELEVATION _ ... ..' O )f( / i "` y°__ _ +� 1 CB-1 31+28.07 -87.8631 41.2 a i - ?— / J • 44+92.95 '0.4519 39.4 \ ^•J ',,,.•y ._{`.ter`— �,, ea CB-2 /....."". \fibf~ 58+02.77 6.2919 39.0 ,\ CB-3 ``\ : ~ • � CB-4 60+90.21 -71.3231 38.2 .. )"_MOO' ..CB-5 71+88.44 -9.9461 40.5 f CB-6 7sWs.o2 2.6440 40.9 \\� i� ` �0S CB-7 90+93.79 10.8108 40.3 • / ,/1 Y IA/C.' . (-)OFFSET INDICATES LOCATION TO THE ( / �' _ • ;,-• Z LEFT OF CENTERLINE tie f �` a ' `�ti'R\�f ,• ,/� `,. 'y`"." `mot 'i`+• _. — � B-6 ,,7,-.•r 3��••�. �a_ i` �, ;``--.'" U y. ,./ .ti, 1 ` Z . x , ,,� \.,,, - CB-3s ; , l 7/6,{{��\ 1`\ BCB 1 (% ti; 1 „ r'•' '''"'' '-':' ''' ‘:-.2.. 1 4 N., ,-„,,,,r_:„- fr -.. . , ,..„,,- --:;.------_ ,(7- . ---' -- .--/ , , -, , ,-,.,,, •.‘ , • i _ .,_ , ,.. ..:„. > ,,, , I I-- �„-- ._-' ' B APPROXIMATE I BORING .�/, LOCATION PEARLAND PARKWAY PEARLAND, TEXAS Tolunay-Wong Vim, Engineers, Inc. PLAN OF BORINGS Geosciences Consultants WALSH/FREESE AND NICHOLS HOUSTON, TEXAS Houston, Texas PROJECT NO. 00-336 FIGURE 1A - _ ----- ...----. -.. -- ------- -.---- -"---"" .--- --,---.-- -.. ---- .--- --- , i. _PIIMINMINOMMIIII. ...nommmi_ DESC. STATION OFFSET ELEVATION - -, CB-8 121+30.96 -592.4806 42.8 Q 1 - . 1"=1000' CB-9 135+44.51 -238.0419 41.1 .N......" ,? ,.... CB-10 147+03.24 -30.4367 40.4 ' ---••• . ..--rt‘ .1 _... ;1 1 . ') Z.Z... L-7:::- • \ < .)e ,•••" : . . 154+65.76 4.9151 39.6 _•-• I i lk ,..... P ! \(s ;\-13 : ".1 ''--. \c.k-. ‘ks„ .:.\4,,, .ei / .N. .,..,, 1 ! .-;--,..-..! , . - •I '.! CB-12 165+90.65 18.5224 40.5 P• , ..-- ,, k ,e':.:' ../‘. ••'. *I . <• .. - N 1.; ,,,SCB-8--------- '.- -,--‘ - \ . • --6, -:' ___ P.'...‘ -; \ ----/1 : ,, -___. -••( 1 '„. N-9\co,,,. ...:,-., .:= .3_13 168+92.81 18.3807 40.3 4.k 'A.-- -, .• -ar•-• '....N.- --... 7 -- - ‘ - - 's ...... / ,:"."... ;, . „ \ '': '• . e \ e.. ".4"..s1/4:1 :,7'..). i! .„...., lk:. ' • %4,.iA .' , 1- -.N - .4 „, • ‘r:( - ,/ 7 , • ,4,- CB-14 182+9'9.66 46.9400 40A 1 . '''' -. . CI'''. • I .' .1 .-C . \ \.:, 1in. -i : •.{.'‘ •'' -4. \.:" • .. •• < ..k • e•.'V . ' I . -...."-.. . / `........ /.. . ,,. CB-9 j\- ' - \ 1 - , !.. . J„.\, ; ,./-? -.---I,,...A ...i,,,- , (..)OFFSET INDICATES LOCATION TO THE LEFT OF CENTERLINE ',..,...L"':\ •""..... ." / .>-..-., \_,‘,..\\\ 71. ••-•--• ."•!..-.,..'4 Z ".• \, ,; •'-.Z•Z•••'L::-.-'''' CB-1 0-CB-1 INA-J 1 -'\ `‘k b, ;.1.,.. ••cse.-...,..%..P. _....y....e. 432,,,__.,„..i1,0„,,,. ,___ • ‘,,„,„\_,.../....: .....„._ •.•....„, •.z- ,„s_.. .„ 3 -___-..... _......" ;...,.........,, ...._ ....,.,_______, .....,,,,.._._"7....7,„.„...., 1 ..". .... 4..PA f ' CB-13, \'''\•\ .1.% --,-.i ' fr.f :66-i4 ;A • c.; ----. .;-- , - q !,,- ----: N -.• I.-„_-.,3. .\--II1i-%t j ir4y...-;.,•„‘,_'1,I/.,-_,''i'x'' 7.C; i.• -- '','...:... ‘:f r-\\„ ?b.i/;/t4iLD)1:I 1'.•.,,.1,,44'_.2",IJ,_.,.i 1..t'1:i7..i., c- . . . \ a ‘ „.„ ' ---:, , / j iI•I,'ie')l I ii1 .1: - . ----:---.--1----. .--":- .',..; 7.--,----,--'''''':-:-.'s':.s-,.• .....7,:....-= \:: ri0(-7;-.11. l'ir-/ - - • ...,-4,,, Cf:''''.'• :f \\,,.....5....,•'''s 4 . .. < • ;„t.'....:...----..--:: ,, ,z.--....-...,:: ---. ' it .i-•`•:,,,i1-. •-,40111"--'.-' ‘'..,,„ 'i. --. , - 1 - ... -...._ .4/.X.,...:, • _. •.'"."...-.Z."-tt„...........4,........,..... 1;7,...,4' ' .' - 4 i. r:' 1 ,...)7".-,4 N .„ - ; "/Y 1 G. APPROXIMATE •• z-,;;;f.;;::--- BORING ,srAt' +.3,...-..,• .,, LOCATION PEARLAND PARKWAY PLAN OF BORINGS PEARLAND,TEXAS Tolunay-Wong Engineers,Inc. WALSH/FREESE AND NICHOLS Geosciences Consultants PROJECT NO 00-336 FIGURE 1B Houston,Texas HOUSTON,TEXAS BORING I.'„ PROFILE Pearland Parkway Pearland, Texas 35+00 40+00 45+00 50+00 55+00 60+00 65+00 70+00 75+00 -50 I I I III I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I 50 r -40 - 40 CH CH -30 30 CB-1 SM CB-2 ? _ ^ / r 20 20 CB-3- / CB-4 - -10 10 0 0 - 10 -10 PROJECT NO.00-336 FIGURE 2 TOLUNAY-WONG ENGINEERS, INC BORING LL, PROFILE Pearland Parkway Pear.land, Texas 75+00 80+00 85+00 90+00 95+00 100+00 105+00 110+00 115+00 —5o I I I I I I I �—I—I I f —I—I—t I I I—I { {—�—{ I I t I I—t—+—i--�—I—I—{—f I I—I I t ` I--i- 50 40 <F ,; FILL 40 CH '- vv —30 — 7/, .. 4 Y 30 CL M :I1:L1' CB-7 CH 20 20— cB-5 ca s 10 10 —o 0 — 10 -10 PROJECT NO.00-336 FIGURE 3 TOLUNAY-WONG ENGINEERS, INC t BORING L_ PROFILE Pearland Parkway Pearland, Texas 125+00 130+00 135+00 140+00 145+00 150+00 155+00 160+00 165+00 -50 -I-I---{ ! 1-t-I-I I I I-I-I-I--i-I--1-f I I I-I--I-+-H I f I I-I---1-1-1--f- 1 f f I I i I i I 50 -40 / �T <<F�,, 40 FILL „_;= CH CH CH 30 / l 30- /� C138 CL Ca-10 CB-11 -20 20 - 10 10 r - -0 0 - 10 -10- - PROJECT NO.00-836 FIGURE 4 TOLUNAY-WONG ENGINEERS, INC BORING Lvj PROFILE " Pearland Parkway Pearland, Texas 168+00 171 +00 174+00 177+00 180+00 183+00 186+00 189+00 192+00 --45 1 1 - I I I I I I I 1 1 I I f I 1 I • I 1 I I I I I 1 1 I I 45 /7/ _ / CH CH 30 - s CL• B V /` � C 14 SP — 15 ✓✓✓� 15- /./.-- o . CH .7? a SM 0 SM SP 15 15 r..::::::.:7 CL / CH / CH 7 —•30 SM SP -30 +CB-12 CB-13' —-45 -45 PROJECT NO 00-336 1110 FIGURE 5 TOI 11NAY-WONG ENGINEERS INC PILING OR DRILLED SHAFT FOUNDATION DESIGN Calculated Allowable Static Frictibnal Resistance (Based on Coulomb's Theory,TAT) ' Depth d h w 9 Tamp c whTan9 c+whTamp Design Allowable Static • Stress or Frictional Resistance 1 Shear Strength of Soil s S dS (Ft.) (Ft.) (Ft.) (Pcf) (°) (Psf) (Psi) (Psf) (Tsf) (Tsf) (Tons/Ft.of Perimeter) Per Stratum Per Stratum Accumu- lative -0.0 to -5.0 Disregarded I -5.0 to -15.0 10.0 5.00 135 0 0.000 2300 0 2300 0.575 0.288 2.88 2.9 -15.0 to -33.0 18.0 19.00 THD PEN=17 BLOWS/FT 0 • 0 0.000 0.350 6.30 9.2 -33.0 to -56.0 23.0 39.50 - THD PEN=50 BLOWS/FT 0 0 0.000 0.630 14.49 23.7 -56.0 to -68.0 12.0 57.00 65 0 0.000 1900 0 1900 0.475 0.238 2.86 26.6 -68.0 to -75.0 7.0 66.50 THD PEN=100 BLOWS/FT 0 0 0.000 1.250 8.75 35.4 _ I d(stratum thickness);h(depth of overburden to centroid of stratum); w(wet density of soil): For submerged conditions use wet density minus 62.4;rp(angle of internal friction);c(cohesion of soil)=c from TAT x 144,s(shear strength of soil)=c+whTan W; S(%shear I '' strength of soil)=s/2; foundation perimeter (shortest measure around foundation). y �- �' Accumulative Allowable Static Frictional Resistance in Tons/Ft.of Pile Perimeter=EdS based on a safety factor of 2.0. l 1I FORMULA. p(Accumulative Allowable Static Frictional Resistance in Tons)=(EdS) (Pile Perimeter). To calculate E(SRds)for drilled shafts,complete Form 1190. Remarks: • County Brazoria Structure Clear Creek Bridge District Houston Highway No.Pearland Parkway Hole No. CB-12 Date 9-13-00 Control Station 165+90.65 By JDB 1PS Loc.from Centerline Rt.18_52' Lt Form 1091 Page 1 of 2 FIGURE 6a I r. 4 DRILLED SHAFT FOUNDATION DESIGN Reduced Allowable Static Frictional Resistance (Based on TAT and/or PCS Data) Allowable Reduced Allowable Reduced Hole Static Frictional Allowable Hole Static Frictional Allowable Resistance Static Frictional (No.) Resistance Static Frictional Resistance Resistance dS SRdS dS SRdS Depth (Tons/Ft.of (Tons/Ft.of Elev (Tons/Ft.of (Tons/Ft.of (Ft.) Pile Perimeter) Shaft Perimeter) (Ft.) Pile Perimeter) Shaft Perimeter) Per Accumu- Per Accumu- Per Accumu- Per Accumu- Stratum lative SR Stratum lative Stratum lative R Stratum lative 0.0 to -5.0 Disregarded -5.0 to -15.0 2.88 2.9 0.70 2.02 2.0 -15.0 to -33.0 6.30 9.2 0.70 4.41 6.4 -33.0 to -56.0 14.49 23.7 0.70 10.14 16.5 -56.0 to -68.0 2.86 26.6 0.70 2.00 18.5 i .-68.0 to -75.0 8.75 35.4 0.70 6.13 24.6 SR(Soil Reduction Factor)-See Glossary for definition. Reduced Accumulative Allowable Static Frictional Resistance in Tons/Ft.of Shaft Perimeter=E(dS)(SR)based on a safety factor of 2.0. FORMULA. p(Reduced Accumulative Allowable Static Frictional Resistance in Tons)_E(SRdS)(Shaft Perimeter). Remarks: County Brazoria Structure Clear Creek Bridge District Houston Highway No.Pearland Parkway Hole No. CB-12 Date 9-13-00 Control Station 165+90.65 By JDB IPE Loc.from Centerline Rt. 18.52' Lt. Form 1190 Page 2 of 2 FIGURE 6b PILING OR DRILLED SHAFT FOUNDATION DESIGN Calculated Allowable Static Frictional Resistance (Based on Coulomb's Theory,TAT) , Depth d h w rp Tamp c whTamp c+whTanup Design Allowable Static Stress or'A Frictional Resistance Shear Strength of Soil s S dS (Ft.) (Ft.) (Ft.) (Pcf) (°) (Psi) (Psf) (Psi) (Tsf) (Tsf) (Tons/Ft.of Perimeter) Per Stratum Per Accumu- Stratum lative -0.0 to -5.0 Disregarded -5.0 to -10.0 5.0 2.50 130 0 0.000 4000 0 4000 2.000 1.000 5.00 5.0 -10.0 to -31.0 21.0 15.50 THD PEN=22 BLOWS/FT 0 0 0.000 0.270 5.67 10.7 -31.0 to -36.0 5.0 28.50 67 0 0.000 3200 0 3200 1.600 . 0.800 4.00 14 7 -36.0 to -50.0 14.0 38.00 THD PEN=40BLOWS/FT 0 0 0.000 0.500 7.00 217 -50.0 to -58.0 8.0 49.00 THD PEN=100 BLOWS/FT 0 0 0.000 1.250 10.00 31 7 -58.0 to -67.0 9.0 57.50 65 0 0.000 960 0 960 0.480 0.240 2.16 33.9 -67.0 to -76.0 9.0 66.50 THD PEN=150 BLOWS/FT 0 0 0.000 1.250 11.25 45.2 _ _ . d(stratum thickness);h(depth of overburden to centroid of stratum); w(wet density of soil): For submerged conditions use wet density / minus 62.4,9(angle of internal friction);c(cohesion of soil)=c from TAT x 144;s(shear strength of soil)=c+whTan gyp; S(%shear strength of soil)=s/2; foundation perimeter (shortest measure '' around foundation). .I, _. . Accumulative Allowable Static Frictional Resistance in Tons/Ft.of Pile Perimeter=EdS based on a safety factor of 2.0. ��- -1- FORMULA. p(Accumulative Allowable Static Frictional Resistance in Tons)=(EdS) (Pile Perimeter). 1I To calculate E(SRds)for drilled shafts,complete Form 1190. Remarks: , { County Brazoria Structure Clear Creek Bridge District Houston Highway No.Pearland Parkway Hole No. CB-13 Date 9-13-00 Control Station 168+92.81 By JDB IPE Loc.from Centerline Rt. 18.38' Lt. i 1 Form 1091 Page 1 of 2 I FIGURE 6c r 1 DRILLED SHAFT FOUNDATION DESIGN Reduced Allowable Static Frictional Resistance (Based on TAT and/or PCS Data) Allowable Reduced Allowable Reduced Hole Static Frictional Allowable Hole Static Frictional Allowable (No.) Resistance Static Frictional (No.) Resistance Static Frictional Resistance Resistance dS SRdS dS SRdS Depth (Tons/Ft.of (Tons/Ft.of Elev (Tons/Ft.of (Tons/Ft.of (Ft.) Pile Perimeter) Shaft Perimeter) (Ft.) Pile Perimeter) Shaft Perimeter) Per Accumu- Per Accumu- Per Accumu- Per Accumu- Stratum lative SR Stratum lative Stratum lative SR Stratum lative • 1 -0.0 to -5.0 Disregarded -5.0 to -10.0 5.00 5.0 0.70 3.50 3.5 -10.0 to -31.0 5.67 10.7 0.70 3.97 7.5 -31.0 to -36.0 4.00 14 7 0.70 2.80 10.3 -36.0 to -50.0 7.00 217 0.70 4.90 15.2 -50.0 to -58.0 10.00 317 0.70 7.00 22.2 -58.0 to -67.0 2.16 33.9 0.70 1.51 23.7 -67.0 to -76.0 11.25 45.2 0.70 7.88 31.6 SR(Soil Reduction Factor)-See Glossary for definition. Reduced Accumulative Allowable Static Frictional Resistance in Tons/Ft.of Shaft Perimeter=E(dS)(SR)based on a safety factor of 2.0. FORMULA. p(Reduced Accumulative Allowable Static Frictional Resistance in Tons)=E(SRdS)(Shaft Perimeter). Remarks: 1 County Brazoria Structure Clear Creek Bridge District Houston Highway No.Pearland Parkway Hole No. CB-13 Date 9-13-00 I Control Station 168+92.81 By JDB IPE Loc.from Centerline: Rt. 18.38' Lt. Form 1190 Page 2 of 2 FIGURE 6d r 1 _ 1 S-DESIGN STRESS OR 1/2 SHEAR STRENGTH OF SOIL FOR EACH STRATUM IN TONS/SQ.FT 000 01 02 03 04 05 06 0.7 0.8 0.9 1.0 11 1.2 1.3 Factor of Safety = 2.0 -10 -20 - - - -o z G) m -30 - -n m 0 - C CI Z0 -40 D --I z - - 0 Z -50 m cn - G) Z -60 _ -70 m w -80 0 10 20 30 40 50 60 70 80 90 m 0 ACCUMULATIVE ALLOWABLE STATIC FRICTIONAL RESISTANCE IN TONS/FT OF PERIMETER (TAT & PCS) 0 Z .c o ° Z c County Brazoria Structure Clear Creek Bridge District Houston o w Highway No Pearland Parkway Hole No. CB-12 Date 9/13/00 m oo) Control Station 165+90.61 By • JDB IPE Bent Nos \ I 1 1 N 0 -10 Factor of $afety = 2,0 v -20 P r m v m -30 I r -n < - - - -I O -40 _ C Z z v -50 - 0 Z - 0 m cn -60 3 Z -70 ' --I m m -80 o• 0 10 20 30 40 50 60 70 80 90 -Ti C ACCUMULATIVE ALLOWABLE STATIC FRICTIONAL RESISTANCE IN TONS/FT OF PERIMETER (TAT & PCS) 2 Z 3 o oz c County Brazoria- Structure Clear Creek Bridge District Houston • w Highway No Pearland Parkway Hole No CB-12 Date 9/13/00 Q owi Control CSJ No. Station 165+90.61 By JDB IPE Bent Nos - 1 S-DESIGN STRESS OR 1/2 SHEAR STRENGTH OF SOIL FOR EACH STRATUM IN TONS/SO..FT 00.0 0 1 0.2 0.3 0 4 0.5 0 6 0 7 0.8 0.9 1.0 1.1 1.2 1.3 Factor of Safety = 410 -10 -20 -o z m -30 - - -n I— m 0 v O -40 Z —I E O -n Z -50 O m N G) , Z -60 -70 ' -I _ m_ 7 -80 ' 0 0 10 20 30 40 50 60 70 80 90 ,n o ACCUMULATIVE ALLOWABLE STATIC FRICTIONAL RESISTANCE IN TONS/FT OF PERIMETER (TAT & PCS) cc Z c ° • a Z 0o County Brazoria Structure Clear Creek Bridue District Houston 0 o cp.) Highway No Pearland Parkway Hole No. CB-13 Date 9/13/00 0 0) Control Station 168+92.81 By JDB IPE Bent Nos J t 1 O , -10 - _ Factor of $afatc = 2.,0 v -zo 71 r- m v cn m -30 _ _ D < _ _ _ _ m D O Z -40 c z - - Z v -50 - _{ O Z v m -60 - N O Z -70 m_ -a -80 - _3 0 10 20 30 40 50 60 70 80 90 .n 0 ACCUMULATIVE ALLOWABLE STATIC FRICTIONAL RESISTANCE.IN TONS/FT OF PERIMETER (TAT & PCS) cc Z c o cD cz c County Brazoria Structure Causeway Bridge District Houston w Highway No. Pearland Parkway Hole No CB-13 Date 9/19/00 a 0 Control Station 168+92.81 By JDB IPE Bent Nos Clear Creek Bridge South Embankment- 20 ft. Height C:\PROJECTS\00336\SSHRTLD.PL2 Run By:John Brown 9/20/00 257PM I I I I Soil Soil Total Saturated Cohesion Friction Rex. Load: Value Desc. Type Unit M. Unit Wt. Intercept Angle Surface L1 ; 250psf No. (pcf) (pcf) (psf) (deg) No. Fill 1 125.0 125.0 1500.0 0.0 W1 100 r. CH 2 135.0 _ 135.0 2300.0; 0.0 _W1 _ -- - _ - - .-_ _ I SM 3 120.0 120.0 0.0 32.0 Wt L1 i 75 y' n� A 2 o 25 - O 3 . ° 0 25 50 75 100 125 150 175 200 225 250 GSTABL7 FSmin=5.27 Safety Factors Are Calculated By The Modified Bishop Method Project: Pearland Parkway Tolunay—Wong Project No. Engi Pearland,Texas ston, Tex 00-336 Client: Walsh/Freese and Nichols Slope Stability Analysis Scale: Pearland,Texas Short Term Conditions -- FIGURE 8a I Clear Creek Bridge South Embankment -201t Height CfPROJECTS1003361SLONGLDPL2 Run By John Brown 9/21100 1253PM 100 ' - Soil Soil Total Saturated Cohesion Friction Piez. Load Value , Desc. Type Unit WI. UnMit. Intercept Angle Surface Li 250 psi" No. (pcf) (pcf) (psf) (deg) No. ' Fill 1 125.0 125.0 150.0 15.0 VV1 CH 2 135.0 135.0 200.0' 17.0 W1 I ' - SM 3 + 120.0 120.0 0.0 32.0 W1 ' ' Li l ._ 75 - q, .AIIIIIIIallijill.)PIIIPP 50 '- z 2 -o - - 25 - , O O 3 , , 0 25 50 75 100 125 150 175 200 225 250 GSTABL7 FSmin=1.90 Safety Factors Are Calculated By The Modified Bishop Method Project: Pearland Parkway Tolunay-Wong Project No. Engineers, Inc- 00-336 Pearland,Texas Houston,Texas Client: Walsh/Freese and Nichols Slope Stability Analysis Scale: Pearland;Texas Long Term Conditions -- FIGURE 8b Clear Creek Bridge North Embankment- 20 ft Height C:\PROJECTS\00336\NSHRTLD.PL2 Run By:John Brown 9/20/00 5:08PM Soil Soil Total Saturated Cohesioh Friction Rex. Load; Value Desc. Type Unit M. Unit Wt. Intercept Angle Surface Li : 25ops1 No. (pcf) (pcf) (psi) (deg) No. Fill 1 125.0 125.0 1500.0 0.0 Wi 100 CH 2 131.0 131.0 4000.0 0.0 Wi . _ _ _ _ r — SP 3 125.0 125.0 0.0 33.0 W1 CH 4 129.0 129.0 3200.0' 0.0 1A+1 L1 SM 5 120.0 120.0 0.0 32.0 W1 1; y 0 3 , 5 o 0 i 1 1- 1 i i 0 25 50 75 100 125 150 175 200 225 250 GSTABL7 FSmin=4.30 Safety Factors Are Calculated By The Modified Bishop Method Project: Pearland Parkway Tolunay-Wong Project No.. Pearland,Texas Engineers, Inc. 00-336 Houston,Texas Client: Walsh/Freese and Nichols Slope Stability Analysis Scale: Pearland,Texas Short Term Conditions -- FIGURE 8c Clear Creek Bridge North Embankment- 20 ft Height C:\PROJECTSl003361NLONGLD.PL2 Run By:John Brown 9/20/00 5:03PM Soil Soil Total Saturated Cohesion Friction Piz. Load: Value Desc. Type UnitVVM. Unt"tWt. Intercept Angle Surface Li 250 pit - ; No (pci) (pcf) (psf) (deg) No. Fill 1 125.0 125.0 150.0 15.0 W1 , , 100 CH 2 131.0 131..0 200.0 18.0 _..W1 SP 3 125.0 125.0 0.0 33.0 W1 CH 4 129.0 129.0 200.0 18.0 W1 Ll ; SM 5 120.0 120.0 0.0 32.0 WI 1, 75 - 0 - .iiiimill _ _ , _ - - O 2 - 2 o - 0 3 25 0 4 - -- O 0 5 , 0 25 50 75 100 125 150 175 200 225 250 GSTABL7 FSmin=1.99 Safety Factors Are Calculated By The Modified Bishop Method Project: Pearland Parkway Tolunay-Wong Project No. Pearland,Texas Engineers, Inc_ 00-336 Houston,Texas Client: Walsh/Freese and Nichols Slope Stability Analysis Scale: Pearland,Texas Long Term Conditions • FIGURE 8d Appendix A Soil Boring Logs Tolunay-Wong Engineers,Inc. Project No. 00-336 , LOG OF BORING CB-1 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No.• 00-336 to 186+00) Date: 7/27/00 Pearland, Texas Elevation. 41 2 ft Client: Walsh/Freese and Nichols Station No. 31 +28 07 Pearland, Texas Offset: 87 86 Left Dry Augered 0 to 15 ft Free Water at 13 5 ft Caving at 6 1 ft Wash Bored: to ft Water at 5 0 ft after 48 hours Z. Z. DEPTH SOIL SYMBOLS& o-F a o Description We Dens. Qu or UU Str LL PI f1200 (ft) SAMPLER SYMBOLS =^ =N (%) (pcf) (psi) (/o) (%) F F- 1 _-0 V '4.50 CLAY, dark gray, stiff w/ferrous & calcareous 14 55 3640—r " nodules (CH) r I r 2 2 r r 5 _ Ør 1 75 -light gray w/slickensides 5'-7' 28 94 4 10 83' 6.2* 35 r 5 6 -soft, red & light gray below 8.5' r 1 O , 4.00 21 54 33 30 J50 r w ,0 5 5 - w/silty sand layer @ 13 5', waterbearing r 15 A 25 r r r r 20 20—r r r r r25 15s r i r r 30 ' I i i Page 1 of 1 ITOLUNAY-WONG ENGINEERS, INC LOG OF BORING CB-2 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No. 00-336 • to 186+00) Date: 8/9/00 Pearland, Texas Elevation. 39.4 ft Client: Walsh/Freese and Nichols Station No.: 44+92.95 Pearland, Texas Offset: 0 45 Left Dry Augered 0 to 15 ft Free Water at 13 ft Caving at 10.3 ft Wash Bored: to ft Water at 8 5 ft after 48 hours Zr Z. ELEV/ iu SOIL SYMBOLS& a�D a CO We Dens. Qu or UU Str #200 DEPTH SAMPLER SYMBOLS 13y' c CI z Description (%) (pcf) (psi) (%) LL PI (%) (ft) 2.- 2 N F H I —0 / 3.00 CLAY, dark gray, stiff w/ferrous nodules (CH) 24 71 47 X 6 6 -soft, 3.5-5 35- --5 x 1.25 - gray w/slickensides 5'-7' 24 104 12.50 2.8* y_ 7 8 8 -tan & gray below 8.5' 30— _-10 2.25 - w/sand layer, 10'-12' 26 77 -_ I 6 10 25— ! Al —15 20— 15- -25 l - I _ 10- -30 y Page 1 of 1 1 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-3 Project: Pearland Parkway (Sta. 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/10/00 Pearland, Texas Elevation 39 0 ft Client: Walsh/Freese and Nichols Station No • 58+02.77 Pearland, Texas Offset: 6 29 Right ii Dry Augered. 0 to 25 ft Free Water at dry Caving at 14 8 ft Wash Bored to ft Water at dry after 24 hours Wi, Wlo ELEV/ SOIL SYMBOLS& a. a We Dens. Qu or UU Str. #200 1 DEPTH H o Description 1%) (pcf) (psi) (off) LL PI (4b1 (ft) SAMPLER SYMBOLS =cn iN I- I- —0 — V X 4.50 CLAY, dark gray, very stiff, w/roots &ferrous 15 50 29 nodules (CH) 4.50 -tan & gray below 3' 19 1 35— -w/calcareous nodules, 3'-5' —5 9 7 / 1.00 29 96.5 15.00 41 30— — Z/\ 10 SAND, SILTY, gray &tan, loose (SM) 1 4 5 1 3/6 20 3/6 25— • 3/6 • —15 22 12 - slightly compact below 15' 1 CLAY, red, stiff, w/slickensides & calcareous — nodules (CH) — )2.25 25 73 46 20- -20 6 7 - w/sand layer @ 20.5' — //V 2.75 - w/sand pockets, 23'-25' 22 108.4 26.80 2.8* 15- J/� - 25 �/\ 10- -30 - 1 l ;, Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC i i LOG OF BORING CB-4 ' Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 7/27/00 . [ Pearland, Texas Elevation 38.2 ft Client: Walsh/Freese and Nichols Station No . 60+90 21 Pearland, Texas Offset: 71.32 Left I Dry Augered 0 to 25 ft Free Water at dry Caving at Wash Bored to ft Water at ELEV/ Z.io w(0 DEPTH SOIL SYMBOLS& aF ao Description We Dens. Qu or UU Str LL PI #200 (ft) SAMPLER SYMBOLS =u) oz (%) (pcf) (psi) (,5) (%) 1- 1- --0 VX 4.50 CLAY, dark gray, very stiff, w/calcareous & 18 72 49 ,,- ferrous nodules (CH) s 35 71/ 6 5 - soft below 3.5' rr52.75 -tan &gray below 5' 22 r r 30 .1 5 8 r r 10 J '4.50 —reddish brown below 10' 20 -w/claystone @ 10' r - w/sand layer, 12.5'-14' 25— i / 9 8 r r 15 3.25 -hard, w/slickensides, 15'-17' 29 94 7 15.83 3.1• r r 20 s / 9 11 • I r 1 r 20 3.25 29 78 46 r , i/ I r 15-- 9 8 r 25 r r I 10 s r —30 - Note Boring backfilled by unknown prior to 48 hour water level measurements Page 1 of 1 ITOLUNAY-WONG ENGINEERS, INC. 3 LOG OF BORING CB-5 Project: Pearland Parkway (Sta 31 +00 to 92+00;120+00 Project No. 00-336 to 186+00) Date: 7/27/00 { Pearland, Texas Elevation 40 5 ft Client: Walsh/Freese and Nichols Station No. 71 +88 44 Pearland, Texas Offset: 9 94 Left ' Dry Augered 0 to 25 ft Free Water at 10 5 ft Caving at 13 2 ft Wash Bored. to ft Water at 9 3 ft after 48 hours •ELEV/ win 'zio PTH SOIL SYMBOLS& a ao Description We Dens. Qu or UU Str LL PI #200 DE ( ) SAMPLER SYMBOLS =N Cry (%) (pcf) (psi) I%) (%) —0 40— 4.50 CLAY, dark gray, very stiff, w/fine roots &ferrous 13 - nodules (CH) 5 4 -light gray, soft below 3.5' —5 2.50 22 35— , 6 7 —10 0 0.75 CLAY, SANDY, reddish brown, soft (CL) 24 83 30— _ i - - - w/waterbearing silty sand layer @ 10 5' i - 13 12 CLAY, reddish brown, stiff, w/calcareous & ferrous nodules (CH) —15 4.50 23 57 24 25— i -_ 10 7 —20 3.25 -very stiff w/slickensides, 20'-22' 30 96.2 21.80 2.4* 20— 7 8 15--25 I _ —30 Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-6 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/11/00 Pearland, Texas Elevation 40.9 ft ',Iient: Walsh/Freese and Nichols Station No 75+06 02 , Pearland, Texas Offset: 2.64 Left . Jry Augered. 0 to 25 ft Free Water at dry Caving,at 15 1 ft Wash Bored to ft Water at 13 4 ft after 24 hours ELEV/ Z. Z. SOIL SYMBOLS& a tD a CO We Dens. Qu or UU Str #200 DEPTH 1- o Description (°,5) ,(pcf) (psi) (°�) LL PI (%)` (ft) SAMPLER SYMBOLS ow o I- I- -0 ""0 44-z 4.50 FILL, CLAY, dark gray, hard, w/ferrous & 16.5 40 °v" calcareous nodules ,7' ^G CLAY, dark gray, very hard, w/ferrous nodules 1 1 /'4.50 (CH) 15 115.9 94 58 8.7 75 52 I 5 1 7 8 35 I 1 -,.. / 2.50 -tan &gray w/calcareous nodules below 8' 22 ',-10 6 7 30--,- CLAY, SANDY, red & light gray, soft, w/silty sand layers (CL) 1.25 23 -- -‘-15 7 9 i 25-- 7 CLAY, red& light gray, stiff, w/ferrous & calcareous nodules, slickensides (CH) 28 t--20 )3.25 10 11 20-,- i 1 ,- A 3.00 - hard below 23' 28 100 1 21 53 2.5. 79 52 t -,-25 J/ / 15 ti i 1 t —30 i i 1 I _ Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-9 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/10/00 Pearland, Texas Elevation. 41 1 ft lient: Walsh/Freese and Nichols Station No 135+44 51 Pearland, Texas Offset: 238 04 Left ry Augered. 0 to 15 ft Free Water at dry Caving at 14 5 ft Wash Bored to ft Water at dry after 24 hours ELEV/ SOIL SYMBOLS& a`O a, We Dens, Qu or UU Str #200 DEPTH SAMPLER SYMBOLS o eZ Description (%) (pcf) (psi) 1%)- LL P) (%) (ft) I- I- _0 1.25 CLAY, dark gray, very soft, w/roots &calcareous 35 40 nodules to 2' (CH) J- 4 3 • r 5 TA� 1.50 -tan, w/ferrous nodules below 5' 39 92 59 35 I r 5 7 r 10Ør 300 -very stiff, red & light gray below 10' 25 104 2 16.80 4 5* -w/sand layer @ 10 5' 4 5 i r } r 15 /411 25- - 1 -r r 20 20J ) l I l j r 25 15 I 1 —30 Page 1 of 1 TOLUNAY-WONG 00 ENGINEERS, INC LOG OF BORING CB-10 Project: Pearland Parkway (Sta. 31 +00 to 92+00,120+00 Project No. 00-336 to 186+00) Date: 8/9/00 Pearland, Texas Elevation. 40 4 ft Client: Walsh/Freese and Nichols Station No. 147+03.24 ( Pearland, Texas Offset: 30 43 Left Dry Augered• 0 to 15 ft Free Water at dry Caving at 14 7 ft Wash Bored• to ft Water at dry after 24 hours ELEV/ SOIL SYMBOLS& a�D aCD We Dens. Qu or UU Str. 11200 DEPTH SAMPLER SYMBOLS sin =N Description (%) (pcf) (psi) 1%) LL PI (%) H 40— 0 4.50 CLAY, dark gray, stiff, w/ferrous &calcareous 28 89 61 V nodules (CH) 12 12 35--5 2.00 32 r 6 7 —10 12.00 30 red,very stiff, w/slickensides below 10' 29 99 6 20.00 2.4* 4 i - CLAY, SANDY, red, stiff (CL) •' 13 16 15 25 - 1 " —20 20— — 15— 25 —30 - Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC. • V ;. [ LOG OF BORING CB-11 Project: Pearland Parkway (Sta 31 +00 to 92+00;120+00 Project No. 00-336 to 186+00) Date: 8/9/00 Pearland, Texas Elevation 39 6 ft ;,Bent: Walsh/Freese and Nichols Station No 154+65 76 Pearland, Texas Offset: 4.91 Right ( Jry Augered 0 to 15 ft Free Water at dry Caving at 14.9 ft Wash Bored. to ft Water at dry after 24 hours Z. Z. ELEV/ SOIL SYMBOLS& . a`O We Dens. Qu or UU Str /f200 DEPTH !- o Description LL PI (ft) SAMPLER SYMBOLS =m =N (%) (pcf) (psi) (%) (%) _0 t 8 J 2.25 FILL, CLAY, dark gray, w/roots &ferrous nodules 25 - 1. S a `' CLAY, tan & light gray, stiff, slickensides, wl ferrous &calcareous nodules (CH) - 5 4 35--5 1.25 31 91.8 7.50 1 8* 77 52 - B B III 30— —10 2.50 -red &tan below 10' 28 ,- 11 14 1; -I5 —15 /AI 1 - • 20 20 - I 15--25 -- 10 30 - I !,. Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC LOG OF BORING CB-12 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No. 00-336 to 186+00) Date: 8/10/00 Pearland, Texas Elevation: 40 5 ft ( Client: Walsh/Freese and Nichols Station No 165+90 65 Pearland, Texas Offset: 18 52 Right Dry Augered 0 to 35 ft Free Water at 35 ft , Caving at 55.3 ft Wash Bored: 35 to 75 ft Water at 15 1 ft after 24 hours z. Z. ELEV/ SOIL SYMBOLS& a fD Ill t., We Dens. au or UU Str #200 DEPTH F o Description (rt) SAMPLER SYMBOLS ❑w oz (%) (pcf) (psi) (%) LL PI (%) I--� I- ! -0 40 7 4.50 CLAY, brown, stiff, w/calcareous &ferrous 15 -- `� `, nodules, roots to-4' (CH/ - 4.50 20 74 50 —5 I 35— 14 17 x,r••:•. 4.50 CLAY, SANDY, tan & gray, hard, w/sand partings 15 119 39 17 7.2 (CL) —10 . . 8 9 30—_ ,• • - :. . . . . - 3.50 19 r —15 - — A 6 6 25 II . + /11 3.00 CLAY, red &light gray, stiff, slickensided, w/ 32 calcareous nodules (CH) ▪—20 10 11 20—' -- -- .4.50 28 ,—25 1� 15 12 9 _ '4.00 28 —30 fAV ,, Page 1 of 3 • 1 TOLUNAY-WONG ENGINEERS, INC LOG OF BORING CB-12 Project: Pearland Parkway (Sta. 31 +00 to 92+00,120+00 Project No . 00-336 to 186+00) Date: 8/10/00 Pearland, Texas Elevation. 40 5 ft + `client: Walsh/Freese and Nichols Station No. 165+90 65 Pearland, Texas Offset: 18.52 Right , Dry Augered• 0 to 35 ft Free Water at 35 ft Caving at 55 3 ft Wash Bored 35 to 75 ft Water at 15 1 ft after 24 hours z, z. ELEV/ SOIL SYMBOLS& a co o. We Dens. Qu or UU 5tr t/200 DEPTH SAMPLER SYMBOLS o cz Description (%) (pcf) (psi) (off) LL PI (,�) (ftl x.- Iw 10--30 10 7 - soft below 30' J- / 111 8166 SAND, SILTY, red, very dense (SM) 23 34 ^-35 • 14/6 5— — 50 (1") 12/6 25/6 —40 32/6 O_ 25 26 - compact below 40' _ .7 9/6 SAND, tan, dense, w/ clay pockets (SP) 26 21/6 —45 30/6 6� 50 50 1 8/6 17/6 50 25/6 -10 35 27 - 1180/6 /6 24 —55 19/6 -15 725 24 CLAY, SANDY, gray, very stiff (CI-) - :.. 2.75 27 100.7 26 53 14 9 i —60 - _. , 1 1 I , Page 2 of 3 TOLUNAY-WONG ENGINEERS, INC LOG OF BORING CB-12 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/10/00 Pearland, Texas Elevation. 40 5 ft Client: Walsh/Freese and Nichols Station No 165+90 65 Pearland, Texas Offset: 18.52 Right i - Dry Augered 0 to 35 ft Free Water at 35 ft Caving at 55 3 ft i Wash Bored: 35 to 75 ft ' Water at 15 1 ft after 24 hours z. i. ELEV/ SOIL SYMBOLS& afD Ill We Dens. Qu or UU Str i/200 DEPTH a Description , LL PI (ft) SAMPLER SYMBOLS ❑rn o (/o) (pcf) (psi) I%) (off) H.— xoi i I —60 -20— 5 7 I I . . \x 4.25 _ CLAY, gray, stiff, s(ickensided, w/ferrous & calcareous nodules (CH) I - ! 25 J—65 12 15 i )11 50 SAND, SILTY,tan, dense, (SM) 16 —70 50 50 i -30—^ 124/6 13 ( _ :: • 17/6 ))) —75 41/6 -35— i —80 -40— i —85 -45- -90 _ • I 1 I y Page 3 of 3 ! I TOLUNAY-WONG ENGINEERS, INC. 1 FT LOG OF BORING CB-13 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/31/00 Pearland, Texas Elevation 40 3 ft Client: Walsh/Freese and Nichols Station No • 168+92.81 Pearland, Texas Offset: 18 38 Right j Dry Augered 0 to 16 5 ft Free Water at 16 6 ft Caving at 50 3 ft Wash Bored 16 5 to 75 ft Water at ,16 2 ft after 48 hours ELEV/ z• z W_ W co DEPTH SOIL SYMBOLS& a a o Description We Dens. Qu or UU Str LL PI A 200 (ft) SAMPLER SYMBOLS =^ =N (%) (pcf) (psi) (/o) (,6) I- 1- 40— 0 1 4.50 CLAY, dark gray, stiff, w/ferrous & 3 - - calcareous nodules, roots to 2' (CH) f "4.50 — 16 59 41 - 35 r 5 I' 13 13 - r j oidI4.50 - very hard w/sand pockets below 8' 13 116.3 66.20 2.8 - 1 30--10 13 14 FINE SAND WITH SILT,tan, fine, slightly compact f (SP) 4/6 -loose, 13'-18' 6 II5/6 , 125--15 7 7 7 _ 8/6 - II4I6 12/6 20 J—20 11 9 5/6 - 'I 6/6 8/6 15-,-25 16 13 1111/6 5 13/6 —30 1 i 1 Page 1 of 3 I I TOLUNAY-WONG ENGINEERS, INC FirLOG OF BORING CB-13 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/31/00 Pearland, Texas Elevation. 40 3 ft ;client: Walsh/Freese and Nichols Station No 168+92 81 Pearland, Texas Offset: 18 38 Right Dry Augered 0 to 16 5 ft Free Water at 16 6 ft Caving at 50 3 ft Wash Bored: 16 5 to 75 ft Water at 16 2 ft after 48 hours ELEV/ z0 zr DEPTH SOIL SYMBOLS& a� ao Description We Dens. Qu or UU Str A'200 (ft) SAMPLER SYMBOLS zu) az (%) (pcf) (psi) (%) LL PI (%) 40 0 li 4.50 CLAY, dark gray, stiff, w/ferrous & 3 calcareous nodules, roots to 2' (CH) _- 001°A 4.50 16 59 41 - Op —5 35— 13 13 -r 4.50 -very hard w/sand pockets below 8' 13 116.3 66.20 2.8 —10 00ji 13 14 30— FINE SAND WITH SILT,tan, fine, slightly compact _- (SP) 4/6 -loose, 13'-18' 6 5/6 _ I 5/6 25--15 7 7 - 4/6 IIB/6 12/6 • —20 11 9 20— f 5/6 6 _rI /6 8/6 } 15,_r25 16 13 -r 117/6 13/611/65 —30 ' , I Page 1 of 3 Ii TOLUNAY-WONG ENGINEERS, INC LOG OF BORING CB-13 Project: Pearland Parkway (Sta 31 +00 to 92+00;120+00 Project No . 00-336 to 186+00) Date: 8/31/00 Pearland, Texas Elevation: 40.3 ft r Client: Walsh/Freese and Nichols Station No • 168+92.81 Pearland, Texas Offset: 18.38 Right Dry Angered 0 to 16 5 ft Free Water at 16 6 ft Caving at 50 3 ft Wash Bored. 16.5 to 75 ft Water at 16.2 ft after 48 hours ELEV/ Z. Z. SOIL SYMBOLS& a to a ID We Dens. Qu or UU Str f/200 DEPTH SAMPLER SYMBOLS =u =N Description (%) (pcf) (psi) (°�) LL PI (°6) 10— 30 --NT' 50 50- -very dense below 33' _ 3.5" Z CLAY, reddish brown, very stiff w/calcareous nodules (CH) 2.75 20 107 6 45 00 6.2 5_—35 50 30- 3" SAND, SILTY, tan, compact (SM) _- —9/6 21/6 _20/6 0_• —40 . ' 25 19 —8/6 45 _ . 16/6 ,-- - 16/6 _ -5_ I 16 21 -slightly compact below 45' I _ • ' "15/6 -very dense below 48' 27/6 1 • _38/6 i 10--50 ISO 50- 3" r I -r —22/6 41/6 _50/6 15-- 55 I 50 50- 5" 1 ,i-- /2.50 CLAY, gray, stiff w/calcareous nodules (CH) 23 ,—60 X r . Page 2 of 3 I t TOLUNAY-WONG ENGINEERS, INC. r ILOG OF BORING CB-13 Project: Pearland Parkway(Sta 31 +00 to 92+00,120+00 to 186+00) Project No.• Date: 6 00-33 00-33 0 Pearland, Texas Elevation. 40 3 ft ' Client: Walsh/Freese and Nichols Station No • 168+92.81 Pearland, Texas Offset: 18 38 Right Dry Augered 0 to 16 5 ft Free Water at 16 6 ft Caving at 50.3 ft Wash Bored: 16 5 to 75 ft Water at 16.2 ft after 48 hours z. Z. DELEV/EPTH SOIL SYMBOLS& a co a c Description We Dens'. au or UU Str LL PI i/200 (P) SAMPLER SYMBOLS =F) 2N (%) (pcf) (psi) (%) - (%) I- I_ -20— 60 r 17 20 - 1 75 -red below 63' 32 96.4 13.40 14 6 -25 —65 ,Al 23 27 - very stiff below 65' 18 FINE SAND, tan, very dense (SP) • 150-5.5" 30— 70 50 50 50- 2" • -- I2O/6 50/6 _L _ 50-4" 35--75 50- 50- 2" 1" -40 S 80 I -45--85 i _-' —90 1 I 1 h Page 3 of 3 1 1 TOLUNAY-WONG ENGINEERS, INC LOG OF BORING CB-14 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/11/00 Pearland, Texas Elevation. 40 4 ft Client: Walsh/Freese and Nichols Station No 182+99 66 Pearland, Texas Offset: 46 94 Right Dry Augered. 0 to 15 ft Free Water at dry Caving at Wash Bored to ft Water at dry after 24 hours z. Z. ELEV/ SOIL SYMBOLS& a`o a., We Dens. Qu or UU Str #200 DEPTH 1- o Description o (%) LL PI (ft) SAMPLER SYMBOLS O�n �Z 1 6) (pcf) (psi) (%) '- I N —0 40 /11�4.50 CLAY, dark gray, stiff, w/roots to 2', ferrous 17 nodules (CH) 4.50 -w/calcareous nodules, 3'-5' 16 35— —5 11 10 s ' 1 75 -tan, very soft below 8' 26 53 33 - w/sand seams, 8'-10' —10 3 4 30— 4.50 - red 8i light gray, hard below 13' 29 100 32.50 6.2* - 25--15 —20 20— I , i - 15-J-25 4- i - —30 Page 1 of 1 TOLUNAY-WONG ENGINEERS, INC r ' SYMBOLS AND TERMS USED ON BORING LOGS 1 i Unified Soil Classifications System Symbols Sampler Symbols Meaning 1 GW Well-graded Gravel , Indicates depth of undisturbed sample i b a;qo, GP Poorly-graded Gravel El Indicatesdepth of standard penetration test(SPT) Giali, GM Silty Gravel E Indicates depth df disturbed or auger sample I ' GC Clayey Gravel 0 Indicates depth of sampling attempt with no recovery : SW Well-graded Sand Field Test Data 1 I SP Poorly-graded'Sand 2.50 Pocket penetrometer reading in tons per square foot SM Silty Sand I t 8/6 Blow count per 6-in.interval of the Standard I �y7 SC Clayey Sand Penetration Test r' 4" Observed free water during drilling 1 Ail ML Sandy Silt ...M- Observed static water level 1 4,r / ML Clayey Silt I I I OL Organic Silt Laboratory Test Data I I 1 l II "„ MH Inorganic Silt We(%) Moisture content in percent Dens.(pcf) Dry unit weight in pounds per cubic foot I 17//1 CH Clay Q.(tsf) Unconfined compressive strength in tons per square ,I foot �/ / r ,/•A CL Sandy Clay UU(tsf) Compressive strength under confining pressure in I tons per square foot l I :Orin CL Silty Clay Str (%) Strain at failure in percent I ,,,j/ OH Organic Clay LL Liquid limit in percent PI Plasticity index 2. _. PT Peat #200(%) Percent passing the No.200 mesh sieve i ( ) Confining pressure in pounds per square inch " "" FILL Fill * Slickensided failure ** Did not fail RELATIVE DENSITY OF } COHESIONLESS&SEMI-COHESIVE SOILS CONSISTENCY OF COHESIVE SOILS 1 The following descriptive terms for relative density apply to cohesionless The following descriptive terms for consistency apply to cohesive soils soils such as gravels,silty fine sands,and fine sands as well as semi- such as,clays,sandy clays,and silty clays. cohesive and semi-cohesionless soils such as sandy silts, clayey silts,and Typical clayey sands. Typical. r Unconfined Typical , I Relative SPT"N" Compressive SPT"N" Density Value Range• Strength(tsfl Consistency Value Ranee•• { Very Loose 0-4 q.<0.25 Very Soft <2 I Loose 5-10 0.25<q�<0.50 Soft 3-4 Medium Dense 11-30 0.50<qu<1.00 Firm 5-8 1 Dense 31-50 1.00<qu<2.00 Stiff 9-15 Very Dense Over 50 2.00<qu<4.00 Very Stiff 16-30 I >4.00 Very Stiff-Hard >31 •"N"is the number of blows from a 140-lb weight having a free fall of 30 qu— in.required to penetrate the final 12 in. of an 18-in.sample interval. The •, density designations correspond to a SPT"N"value range based on an An"N"value of 31 or greater corresponds to a hard consistency The , effective overburden pressure of 1 tsf Density descriptors may be correlation of consistency'with a typical SPT "N" value range is modified because of variations in the effective overburden pressure. approximate. i Tolunay-Wong * Engineers, Inc. C:WISIO1DRAWINGSISMBLS+TRMS rI f Appendix B Laboratory Data Tolunay-Wong Engineers,Inc. Project No. 00-336 1 LIQUID AND PLASTIC LIMITS TEST REPORT 60 I Dashed line indicates the approximate �/ upper limit boundary for natural soils 50— / / O� S / i hoc / G ' 40 / 6 / • 0 / ■ U30 — / --_--_ _ r--- /co 5 / 20 — I o i I Gv / ( ! � i I i __ 10 — /+ — -- --I - - ------_-_ 4 _ ; 7� ///CL-0//// ML or OL MH or OH 4 - , 1 , 1 1 i 1 I i ! I 10 30 50 70 90 110 LIQUID LIMIT - SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS NO. (ft.) CONTENT LIMIT LIMIT INDEX (%) (%) - (%) (%) • CB-1 0-2 14.0 19 55 36 CH • CB-1 10-12 21.3 21 54 33 CH 1 I I 1 I LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Tolunay-Wong Project: Pearland Parkway Engineers, Inc. Project No.. 00-336 Plate 1 LIQUID AND PLASTIC LIMITS TEST REPORT 60 I / Dashed line indicates the approximate / 1 upper limit boundary for natural soils / / 50 / • O� / �o / G 40 / I Z / 30 / - / I . co a ! ! 20 — i -- -- -- -- IOV 1 t I I ! ! G / ' ! I II -I 7F ��//i��I��/��.. ML or OL MH or OH 4 1 I I I j 1 10 30 50 70 90 110 LIQUID LIMIT SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS NO. (ft.) CONTENT LIMIT LIMIT INDEX (%) (%) (%) (%) • CB-2 0-2 24.5 24 71 47 CH I 1 ! LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Tolunay-Wong Project: Pearland Parkway Engineers, Inc. ProJect No.. 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 Dashed line indicates the approximate / upper limit boundary for natural soils / 50 — / -- / o� o / • f / CP 40 — , / — / Lii o / ! v30 — /co • I - g I a 20— -. -. ----- - ------ - -- - --------- -- o / Gv i i 10— I / 7 t _ _ /( [ — . ___ _ t I i ��/c�M �� 1 4 . ML or OL MH or OH - I 10 30 50 70 90 110 I LIQUID LIMIT SOIL DATA NATURAL SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY SYMBOL SOURCE USCS 1 NO. (ft.) CONTENT LIMIT LIMIT INDEX I _ - (%) . (%) (%) (%) • CB-3 0-2 14.8 21 50 29 CH • CB-3 18-20 25 4 27 73 46 CH LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Project: PearlandParkway Tolunay-Wong Engineers, Inc. Project No.: 00-336 Plate I i LIQUID AND PLASTIC LIMITS TEST REPORT 60 Dashed line indicates the approximate '/ upper limit boundary for natural soils /' / 50 / I • o� / i G� / 40— i / — W 1/ Z v30— � / , • 20-- ----- ------ ------- —— - - --- o� v I 7 f�� • � �� ML or OL 1 MH or OH 4 4 1 1 1 1 10 30 50 70 90 110 LIQUID LIMIT SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS NO. (ft.) CONTENT LIMIT LIMIT INDEX (%) (%) (%) (°70 • CB-4 0-2 = 181 23 72 49 CH • CB-4 20-22 29.0 32 78 46 CH I i LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Tolunay-Wong Project: Pearland Parkway Engineers, Inc. ProjectNo.. 00-336 Plate 1 LOG OF BORING CB-7 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/11/00 Pearland, Texas Elevation 40 3 ft ,' 43lient: Walsh/Freese and Nichols Station No 90+93 79 ' Pearland, Texas Offset: 10 81 Left ' �. Dry Augered 0 to 15 ft Free Water at 13 5 ft Caving at 12.9 ft Wash Bored to ft Water at 11 2 ft after 24 hours Z. ELEV/ SOIL SYMBOLS& a,o a,o Description We Dens. au or UU Str #200 DEPTH SAMPLER SYMBOLS icv en � o (%) (pcf) (psi) (%) LL PI (%) 40=—O f- 44 X 2.25 FILL, CLAY, dark gray, w/sand pockets 28 - /// CLAY, gray, very soft, w/ferrous nodules (CH) -T 1.25 32 80 53 r 35-r5 2 4 r / 1.00 - red & light gray, stiff w/ calcareous nodules, 25 101 6 7.22 5.2 f below 8' 30— 10 / 4 4 - n 22 - SILT, SANDY, red, waterbearing (ML) '( 1 —15 s ' --5 r r I I 20 20 4- i 15— —25 i - —30 - i Page 1 of 1 i10 , TOLUNAY-WONG ENGINEERS, INC LOG OF BORING CB-8 Project: Pearland Parkway (Sta 31 +00 to 92+00,120+00 Project No 00-336 to 186+00) Date: 8/10/00 Pearland, Texas Elevation: 42.8 ft Client: Walsh/Freese and Nichols Station No. 121 +30 96 l Pearland, Texas Offset: 592.48 Left ! - "Dry Augered 0 to 15 ft Free Water at dry Caving at 14 3 ft l Wash Bored: to ft Water at dry after 24 hours zz z� ELEV/ SOIL SYMBOLS& o.fO a We Dens. Qu or UU Str �f200 DEPTH SAMPLER SYMBOLS DV) DE Description (°�) (pcf) (psi) Str LL PI 20 (ft) 1— F N — i 0 1 75 CLAY, dark gray, stiff, w/fine roots to 2' (CH) 33 ti. // 40- -L / 4 4 —5 1 75 -tan, w/slickensides &ferrous nodules, 5'-7' 34 88.5 8.61 1.0* 94 63 ti /35-L -_ 3 3 -L-10 1 75 -red & gray below 10' 29 -L 30-k. .L A 6 8 \___,' ) -\--15 I 25-,,. ti -`--20 ti ji -‘- ' 20 z ti "\—25 I ti 1 15-- 1 ti --30 Page 1 of 1 ITOLUNAY-WONG ENGINEERS, INC i LIQUID AND PLASTIC LIMITS TEST REPORT 60 j Dashed line indicates the approximate / upper limit boundary for natural soils / / 50 - / e 1 . W / a / 30— — • �___ I E...5 / I g i i 20 - i - i - - - - -- --- -I- -- -- — - _j-_ .- - - o§0 1 1 GY ; I / � L � 10 — ---- - --- - - - - . _ --. - i/// //0�', r/, //i ML or OL . MH or OH 4 10 30 50- 70 90 1i0 LIQUID LIMIT SOIL DATA • NATURAL SAMPLE DEPTH WATER PLASTIC , LIQUID PLASTICITY SYMBOL SOURCE USCS NO. (ft.) CONTENT LIMIT, LIMIT INDEX (%) (%) (%) (%) • CB-5 15-17 22.6 24 57 33 CH f i LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Tolunay-Wong Project: Pearland Parkway Engineers., Inc ProJect No.. 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 Dashed line indicates the approximate / ., upper limit boundary for natural soils / / 1 • ■ 50 ] I / AZ' / of 1, 40 / W / f z / Z vk--30 / ! - I= /co ' I g i I I I 0 i V) I / I'. 10 --- - - { - - - 1 � ' rr' I /'///'J �i;/, ML or OL 4 . MH or OH I 10 30 50 70 90 110 LIQUID LIMIT I SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS NO. (ft.) CONTENT LIMIT LIMIT INDEX (%) - (%) (%) (%) . • CB-6 3-5 15.0 23 75 52 CH 1 • CB-6 23-25 28.0 27 79 52 CH I t I I LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Tolunay-Wong Project: Pearland Parkway ,r Engineers, Inc. ProiectNo.. 00-336 Plate I LIQUID AND PLASTIC LIMITS TEST REPORT 60 ( Dashed line indicates the approximate I - upper limit boundary for natural soils / / ! 50— I / oC0 40 >G W a , Z ; i i v 30 — - ——+ -_ ---_ --- 7 --L I / co 20 — — -- ---- j -- - - - I of Gi' Ii T � 10 — fir- -- ._-_--- ------ ,----�-- - --._ I. • /7 / 7-W ML or OL MH or OH 4 - • I , I ' 10 30 50 70 90 110 LIQUID LIMIT I SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS 1 No. (ft.) CONTENT LIMIT(%) (%) LIMIT INDEX (%) (%) • CB-7 3-5 31.9 27 80 53 CH 1 I I 1 LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Tolunay-Wong Project: Pearland Parkway Engineers, Inc. . Project No.. 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 110 i I j 90 J Dashed line indicates the approximate / upper limit boundary for natural soils / / 0 70 / Z / / • c) I i / 1= cl 50 / --1- ON -------•---- ----- a Ot / OA 30- ; -- - -L I , -{ Off' -I — i -_,— — i-- I Ot i - --- - CV 7 - � ; cr;;.-;,. . . MH or OH 4 / ; .�, 1 . MLorOL i , 10 30 50 70 90 110 LIQUID LIMIT SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS s NO. (ft.) CONTENT LIMIT LIMIT INDEX (%) (%) (%) (%) • CB-8 5-7 33.8 31 94 63 CH I i I I i LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols ( Tolunay-Wong Project: Pearland Parkway Engineers, Inc. Project No.. 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 _ r • Dashed line indicates the approximate / upper limit boundary for natural soils / 50— / _ / O� / sz,& 40 I / 6 / Z I I f U 30 �___ — i ----- - j; g V — rt 0 Gv / 1 ; i I 10 - - !_.__._ - - - - _/// ////4(////j ML or OL 1 MH or OH 1 1 1 1 10 3'0 50 70 90 110 1 LIQUID LIMIT SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS i NO. (ft.) CONTENT LIMIT LIMIT INDEX _ (%) (%) (%) MY • CB-9 5-7 39.0 33 92 59 CH } i 1 LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Project: PearlandParkway Tolunay-Wong Engineers, Inc. Project No.. 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 110 90 Dashed line indicates the approximate 7 upper limit boundary for natural soils -1' / ' 0 70 — 7 Z 7 7 • -- c.3 I / 1 —i ; co a 50 ---- OHO' _--• - - -- -• I G 1 i i / i - - - ' - - - 30 — I 7 = /////z.PV/l//,•' MLorOL MHitOH i 10 30 50 70 90 110 LIQUID LIMIT SOIL DATA NATURAL SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY SYMBOL SOURCE USCS NO (ft.) CONTENT LIMIT LIMIT INDEX - (%) (%) (%) (%) _ • CB-10 0-2 28.3 28 89 61 CH I - l LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols t, _ Tolunay-Wong Project: Pearland Parkway Engineers, Inc. ProjectNo.. 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT I 60 Dashed line indicates the approximate / \',, upper limit boundary for natural soils / / • 50 / c0+ / V O 40 / 1 j w / / / 30— / ---- - - /� ! j 1 I a- j 1 j 20— r-- - - j 7 — 0i i ; / Gam , i j • • 10 -- - -�`---_ - - - _ 7 - ��/��-�� 4 , ML or OL i MH.or OH j L i I I i 10 30 50 70 90 110 LIQUID LIMIT SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS NO. (ft.) CONTENT LIMIT _ LIMIT INDEX — (%) (%) (M) (%) • CB-11 5-7 31.2 25 77 52 CH , i _ LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Tolunay-Wong Project: Pearland Parkway Engineers, Inc. ProjectNo.. 00-336 Plate i ' f pr LIQUID AND PLASTIC LIMITS TEST REPORT 60 / Dashed line indicates the approximate / upper limit boundary for natural soils / 50 / • / O` / �o / G 40 -- i / w / z / v30 / co /� _-_- _ - -__. ------ 20 — _v -- � -, O I ' o Gi, 1 10 — 7 , ,r, , v . i . ,; 4 _ //7//,•5 ^�, /;/. ML or OL MH or OH I 10 30 50 70 90 110 LIQUID LIMIT SOIL DATA { NATURAL SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY SYMBOL SOURCE USCS NO. (ft.) CONTENT LIMIT LIMIT INDEX _ (%) (%) _ (%) (%) -4 l • CB-12 3-5 19.5 24 74 50 CH I I i 1 I LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Project: PearlandParkway Tolunay-Wong Engineers, Inc. Project No.. 00-336 Plate LIQUID AND PLASTIC LIMITS TEST REPORT 60 / . Dashed line indicates the approximate I/ upper limit boundary for natural soils /1 I / -50! / I�� : I G I j •i I W ' / 0 / Z U rrr 30 --. --- / , -- -- 1 rt� cP. / ; I 1 ng I 1 20 ION' r Gv° 1 i 10 -- - - � t1 . ----- -- 7 - 4_ //P17 r}'/. //i ML or OL MH or OH 1 I 10 30. 50 70 90 110 1 LIQUID LIMIT I SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS } NO. (ft.) CONTENT LIMIT LIMIT INDEX (%) _ (%) (%) (%) • CB-13 3'-5' 15.8 18 59 41 CH 1 1 i I LIQUID AND PLASTIC LIMITS TEST REPORT Client: Free Nichols ' Tol u n ay-Wong Project: Pearland Parkway d Engineers, Inc. ProjectNo.. 00-336 Plate r LIQUID AND PLASTIC LIMITS TEST REPORT I , 60 , Dashed line indicates the approximate / upper limit boundary for natural soils 50 / I / .j. / p� 40 / un / t z / • I U30- -- ---. _- - - — - _- ! - --i----- ccn / ! j / ; a , 20 -- --- - --- --- — -- -- -- G / -L _ -- 4 //� /C ML i;j;, j �/��') ; , ML or OL MH or OH i I I j 1 i i 1 10 30 50 70 90 110 I LIQUID LIMIT { SOIL DATA II NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS NO. (ft.) CONTENT LIMIT LIMIT INDEX I (%) - (%) . (%) (%) • CB-14 8-10 25 7 20 53 33 CH I I 1 I _, LIQUID AND PLASTIC LIMITS TEST REPORT Client: Walsh/Freese-Nechols Tolunay-Wong Project: Pearland Parkway Engineers, Inc. Project No.. 00-336 Plate Client Walsh/ Freese- GRAINNechols SIZE DISTRIBUTION. TEST DATA Project Pearland Parkway project Number: 00-336 ` Sample Data Source CB-5 Sample No. . Elev or Depth. 10-12 Sample Length (in /cm.) Location Description: TAN SANDY SILT USCS: ML Mechanical Analysis Data Initial After wash Dry sample and tare= 231 22 143 20 Tare = 125 44 125 44 Dry sample weight = 105 78 17 76 Minus #200 from wash= 83 2 % Tare for cumulative weight retained= 125 44 Sieve Cumul. Wt Percent retained finer # 200 143 20 83 2 Fractional Components Gravel/Sand based on #4 nd/Fines based on #200 + 3" = % GRAVEL = % SAND = % FINES = 83 2 Tolunay-Wong Engineers, Inc -- GRAIN SIZE DISTRIBUTION TEST DATA Client: Walsh/ Freese- Nechols Project: Pearland Parkway Project Number 00-336 Sample Data Source: CB-12 Sample No. : Elev or Depth: 33 5-35 Sample Length (in /cm ) Location Description: TanSilty fine SAND USCS: SM Mechanical Analysis Data Initial After wash Dry sample and tare= 299. 07 275. 56 Tare = 228 51 228 51 Dry sample weight = 70 56 47 05 Minus #200 from wash= 33. 3 % Tare for cumulative weight retained= 228 51 Sieve Cumul Wt Percent retained finer # 200 275 26 33. 7 Fractional Components Gravel/Sand based on #4 ed/Fines based on #200 3" = % GRAVEL = ",SAND = % FINES = 33 7 i —_T— _-_. Tolunay-Wong Engineers, Inc __._- _.._ _ Ilir GRAIN SIZE DISTRIBUTION TEST DATA Client: Walsh/ Freese- Nechols Project: Pearland Parkway project Number: 00-336 Sample Data Source. CB-12 Sample No. Elev or Depth. 48-49 5 Sample Length (in /cm ) . Location. Description: Tan fine SAND USCS: Mechanical Analysis Data Initial After wash, Dry sample and tare= 205 39 195 . 61 Tare = 127 70 127 70 Dry sample weight = 77 . 69 67 . 91 Minus #200 from wash= 12 6 % Tare for cumulative weight retained= 127 70 Sieve Cumul Wt Percent retained finer # 200 195 61 12. 6 Fractional Components { Gravel/Sand based on #4 V nd/Fines based on #200 ;.{- 3" = % GRAVEL = —C SAND = % FINES = 12 6 , _ --"--- Tolunay-Wong Engineers, Inc =_-.-- = - 1 == _ GRAIN SIZE DISTRIBUTION TEST DATA Client Walsh/ Freese- Nechols project: Pearland Parkway Project Number: 00-336 Sample Data Source. CB-12 Sample No Elev or Depth 68-70 Sample Length (in /cm ) i Location Description. Tan Silty fine SAND USCS SM Mechanical Analysis Data Initial After wash Dry sample and tare= 346 12 327 50 Tare = 227 50 227 50 Dry sample weight = 118 62. 100 00 Minus #200 from wash= 15 7 % Tare for cumulative weight retained= 227 50 Sieve Cumul Wt Percent retained finer # 200 327 50 15 7 Fractional Components Gravel/Sand based on #4 `' d/Fines based on #200 - A- 3" _ % GRAVEL = �'-` SAND = % FINES = 15 7 I � . ___ ______ _—__ == Tolunay-Wong Engineers, Inc =_-- =—__ =_ _ -- Particle Size Distribution Report Flo n o o o $ r f'b c c C — C A 47 Q $ E & ak e „___ 1 o° m I I I I I 11 1 j 11 I I 1 1 1 11 11 'I ,I I I 1 I � � 90 I � i' II II I , , 1Hi .- -- - - !T I ��I I � I i I l r t i,I I'll I I I I t [r '! l' i 1 w 60 I — Z I. I 1 PI 1 P I u. I LHt )• 50 � � I' t � I �, I „ • ao- 1 _--, 1 1 1 I 1 1 , l I, I ' I ' _i 20 1 , 10 Ii •i; 0 0.1 0.01 0.001 200 100 10 GRAIN SIZE -mm %GRAVEL %SAND % FINES • %+3 CRS. FINE CRS. MEDIUM FINE SILT CLAY 1 6.3 5.4 44,8 SYMBOL SOURCE SOIL DATA SAMPLE DEPTH DESCRIPTION I USCS NO (ft.) CB-13 13'-15'28' 30' L 43' 45' Tan Poorly Graded Sand SP CB-13 Tan Poorly Graded Sand SP SM �- Brown Silty Fine Sand CB13 Particle Size Distribution Report Tolunay-Wong Client: Free Nichols r� Project: Pearland Parkway i i Eineerszlnc. _-�LF'ro;ectNo _ 00-336 -- -- Plate ' UNCONFINED COMPRESSION TEST 1 . 20 m 0. 90 N (1) 0 . 60 - a 0 0 . 30 0 . 00 0 1 . 9 3 . 8 5 . 7 7 . 6 Axial Strain , i SAMPLE NO. : 1 Unconfined strength , tsf 0.78 Undrained shear strength . tsf 0 .39 Failure strain , 6 .2 Strain rote , %/min 1 .00 Water content , % (cuttings before test ) 27 . 7 Wet density , pcf 120 . 5 Dry density , pcf 94. 4 Saturation , % 95.0 Void ratio 0 .7862 Specimen diameter , in 2 .81 Specimen height , in 5 .80 Height/diameter ratio 2 .07 - Description : St Clay Gray GS= 2 . 7 Type : Project No . : 00-336 Client : Walsh/Freese-Nichols Dote : 08-17-00 Project : Peorlan Parkway Remarks : w/fe Nod Location : CB-1 5 ' -7 ' UNCONFINED COMPRESSION TEST Fig. No . : To I unay-Wong Engineers , Inc . UNCONFINED COMPRESSION TEST 1 . 20 ---- ow m 0 . 90 0 . 60 a> •N cn a 0 0 . 30 U 0 . 00 0 1 . 1 2 . 2 3 . 3 4 . 4 Axial Strain , % SAMPLE NO. : 1 Unconfined strength , tsf 0.90 Undrained shear strength . tsf 0 .45 Failure strain , % - 2 . 8 Strain rate , %/min 1 .00 Water content , % cuttings before test ) 23 . 9 Wet density , pcf 128 . 8 Dry density , pcf 104 . 0 Saturation , % 103 . 8 Void ratio 0 .6215 • Specimen diameter , in 2 .81 Specimen height , in 5 .82 Height/diameter ratio 2 .07 Description : Firm Clay Gray GS= 2 . 7 I Type : Project No . : 00-336 Client : Walsh/Freese-Nichols Date: 08-17-00 Project : Pearlan Parkway Remarks : w/fe Nod Location : C8-2 5 ' -7 ' 4110, UNCONFINED COMPRESSION TEST Fig. No . . To I unay-Wong Eng i nee rs , Inc . LOG OF BORING CB-15 Project: Pearland Parkway (Sta. 31 +00 to 92+00;120+00 Project No.: 00-336 Date: 11/22/00 to 186 d, Texas Elevation: 39.02 ft low Pearland, Station f t.00 Gent: Walsh/Freese and Nichols Offset: 80.00 Right Pearland, Texas Cary Angered: 0 to 25 ft Water at Dry at See Note to 9.2 ft cave depth at 9.2 ft (24 hrs) Wash Bored: 25 to 80 ft cz. Z. We Dens. Qu or UU Str. LL PI #200� ELEV/ SOIL SYMBOLS& a a Description (°k) (pcf) IPsil (°�) ( ) DEPTH SAMPLER SYMBOLS a ccnn o°z (ft) x - - 0 ' 1.75 CLAY, tan & gray, stiff, with calcareous nodules 35 57 39 / -w/r CH)roots to 2' 25 ��1.50 35 5 9 30 4.50 -w/sand seam, 8'-10' 18 109 43.47 1.4 57 32 30ri 10 19 18 ' 11 ...........'' SAND,WITH SILT, light gray, compact (SP-SM) .�''5 15 A 18 31 • 13/9 20- 23/6 29/6 20 27 40 9/6 -slightly compact below 23.5' 15 13/6 16/6 25 • 18 13 38 50 -w/clay layer, 28.5'-30' 10 30 ( 14/6 SAND, SILTY, tan, dense, with clay seams (SM) : `t'.: 25/6 Note: Borehole caved at the 23-ft depth during drilling operations, requiring drilling completion using wet rotary methods. No water encountered during initial dry augering. Page 1 of 3 TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-15 Project No.: 00-336 Date: 36 Project to 1rland 86++00)kway (Sta. 31 +00 to 92+00;120+0 Date: on: 22 11/22/00 Pearland, Texas Station No.: 1939.02 ft 7 ;bent: Walsh/Freese and Nichols Offset: 16 + Right 0.00 Pearland, Texas 25 ft Free Water at See Note Caving at 9.2 ft (24 hrs) Dry Angered: 0 ft Water at Dry to 9.2 ft cave depth Wash Bored: 25 to 80 We Dens. Qu or UU Str. LL PI #200 z: z- l�l ELEVI SOIL SYMBOLS& al illwa p Description (°�) IPcf) (psi) (%) DEPTH SAMPLER SYMBOLS =.-- Iz Iftl x x N F- F- 50/6 • • 13 150/6 5 35 50- • 4" 12 20 • w/clay layer, 38' 40' 0 /�1 40 50- 5,' • • • 24/6 5 "50/5 45 33 50 46 50/1.5 -10 50 50- 1.5" \:.:.:.:.:.:.,' .:, 55 50/6 -15 ;c 50/3 50- 3" 38/6 CLAY, gray, hard, with calcareous nodules (CH) 21 20 I50/3.5 60 50- 3„ Note: Borehole caved at the 23-ft depth during drillinget rotary operations, requiring drilling completion using methods. No water encountered during initial dry augering. Page 2of3 L.-------------'_ TOLUNAY-WONG ENGINEERS, INC. LOG OF BORING CB-15 Project No.: 00-336 project: Pearland Parkway (Sta. 31 +00 to 92+00;120+00 Date: 11/22/00 to 186+00) Elevation: 39.02 ft Pearland, Texas Station No.: 167+60.00 P 'lient: al , and Nichols Offset: 80.00 Right Pearllaandnd, Texas25 ft Free Water at See Note Caving at 9.2 ft (24 hrs) Wy Angered: 0 to ft Water at Dry to 9.2 ft cave depth Wash Bored: 25 to 80 Z.. Z. We Dens. Qu or UU Str. LL PI #200 ELEV/ SOIL SYMBOLS& a o Description (%) (pcf) (psi) (%) two - DEPTH SAMPLER SYMBOLS CDco O z (ft) N H F- . - 1111040.06.21 65 -stiff, 65'-66.5'-very hard below70' -30 70 50- 2.5" 150/2.5 -35 -75 50- 3" ' -w/sand seam @ 79' -40- " 80 -45 85 -50 90 Note: Borehole caved at the 23-ft depth during drilling operations, requiring drilling completion using rotary methods. No water encountered during initial dry augering. Page 3 of 3 TOLUNAY-WONG ENGINEERS, INC. PILING OR DRILLED SHAFT FOUNDATION DESIGN Calculated Allowable Static Frictional Resistance (Based on Coulomb's Theory,TAT) c whTancp c+whTancp DesignAllowable Static ow. Elev, d h w W Tangy Stress or'/: Frictional Resistance Shear Strength of Soil S S dS (Psf) (Psf) (Psf) (Tsf) (Tsf) (Tons/Ft.of Perimeter) (Ft.)Mil (Ft,) (Ft.) (Pcf) (°)■ Accumu cum --_ Per Stratum Per Stratum l 1111111111 III -- -- 11111 __ -0.0 to -5.0 Disregarded _ 0.500 4.00 4.0 -5.0 to -13.0 8.0 4.00 129 0 0.000 2000 2000 1.00016.4 -13.0 to -30.0 17.0 16.50 THD PEN=58 BLOWS/FT. 0 0.000 0.730 12.41 0 0.000 1.250 35.63 52.0 -30.0 to -58.5 28.5 39.25 THD PEN=100 BLOWS/FT. 15.05 67.1 -58.5 to -80.0 Ell 64.25 70 0 0.000 2-MI 2800 1.400 0.700 IIIIIIIIIIIIII -■-- 11111111 IIIIIIIIIMNIIIIIIIMIIll MI MI _ --■- 111111111.111111111111111111 -_--___ p. y �T d(stratum thickness);h(depth of overburden to centroid of stratum); I 1- w(wet density of soil): For submerged conditions use wet density A I1 minus 62.4;cp(angle of internal friction);c(cohesion of soil)=c .I�,1—El from TAT x 144;s(shear strength of soil)=c+whTan cp; S(' shear strength of soil)=s/2; foundation perimeter (shortest measure around foundation). umulative Allowable Static Frictional Resistance in Tons)=(EdS) (Pile Perimeter). Accumulative Allowable Static Frictional Resistance in Tons/Ft.of Pile Perimeter=EdS based on a safety factor of 2.0. FORMULA: p(Acc Form 1190. To calculate E(SRds)for drilled shafts,complete District Houston Structure_Clear Creek Bridge — Date 12-13-00 County Brazoria CB_15 Hole No. By JDB Highway__.Pearland Parkwa Station 167+60.00 Control I Loc.from Centerline 80.0'Rt. U. Page 1 of 2 E Form 1091 FIGURE 4u DRILLED SHAFT FOUNDATION DESIGN Reduced Allowable Static Frictional Resistance (Based on TAT and/or PCS Data) w. Allowable Reduced Allowable Reduced Hole Static Frictional Al]owable Static Frictional Allowable ResistanceF Static Frictional Hole Static Frictional No.) Resistance o (No) Resistance s sta Resistance dS dS dS SRdS Elev. (Tons/Ft.of (Tons/ Elev. (Tons/Ft.of (Tons/Ft.of Ft.of Pile Perimeter) Shaft Perimeter) Shaft Perimeter) (Ft.) (Ft.) Pile Perimeter) Per Accumu- ®IN Accumu- Per Accumu- lative Per Accumu- SR Stratum live Stratum lative Stratum lative IIIIIIIIII IIM 11111111 0.0 to -5.0 Disregarded --_ _ 111111 El -5.0 to -13.0 4.00 4.0 0.70 2.80 In -_-- -_ -13.0 to -30.0 12.41 16.4 0.70 8.69 11.5 -30.0 to -58.5 35.63 52.0 0.70 24.94 36.4 _-_-_ -58.5 to -80.0 15.05 67.1 0.70 10.54 4111111111111111111111111111 Mill MOM MI -Mr illIllIlIll 11111111111 MI 11111111111111111111111 IIIII IIIIIIIIIIII. 11110.111112 _---- IIIIIIIIII SR(Soil Reduction Factor)-See Glossary for definition.Reduced Accumulative Allowable Static Frictional Resistance in Tons/Ft.of Shaft Perimeter=E(dS) S based on a safety factor of 2.0. educed Accumulative Allowable Static Frictional Resistance in Tons)=�,(SOS)(Shaft Perimeter). FORMULA: p(R .jlllI County District Houston Structure Clear Creek Brid4y__ Date 12-13-00 Highway Brazoria Hole No. CB-15 By JDB No.Pearland Parkway Station 167+6 Control_�— Loc.from Centerline 80.0' Rt. Lt. IPE Page2of2 om, 1190 FIGURE 4v PILING FOUNDATION DESIGN p a� \ "1 NE 11auaaR NV o 11111111111111111111111111111111 mea c.i ,_ :' 11M1 N °taa , p. z N O / Z ._ . 0 N 11111111111111111111/1116111 , . Q b• o c o i 1111111111111111111111111111111 9N I i m CC11111111111111111211111111111 U N 0 O Q Q O111111111111111111111111111111111 M N_ , J oNo W 1111111111111/61111111111111111 al Z 111111111111111111111111111111111 i 111111110211111111111111111111 O � oZ o NO ,, 1111111111111111111111 � U U � U OQ 0.11111111111111111111111111111111 O O ppp 00 O N M 1 In to 7 d ELEVATION IN FT. TWEI Project No. 00-336 Figure No. 7a