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R-2009-094 Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue (Apollo)
3u1 RI.GrNAL-S 1" Volu ;roe 1. I"r Vita;ti`on to. Bid,�.Amend'rnents Special Provisions, Requited" Contrct.Provisi;ons,::and. Bid Proposal 1298 .Worth second Street, .Yakima,%I A.9890,1! November;"2009' . Ph:pn:e 0,99). 5;7,,;5;6111. Fa?c,(509)i 57.646383 1 1110111 = 1 MN r N EN EN 1 I 1 M MN I N MN BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue . CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Apollo Inc Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT MOBILIZATION 1 Mobilization 1 LS $930,912.00 5930,912.00 $835,00000 $835,000.00 $1,057,00000 $1,057,000.00 91,100,000.00 $1,100,00000 $1,600,000.00 $1,600,000.00 2 Field Office Building 1 L.S. $45,000.00 $45,000.00 $17,000.00 $17,000 00 $17,000 00 $17,00000 $13,000.00 $13,000.00 $20,000.00 $20,000.00 PREPARATION 3 SPCC Plan 1 L.S. $5,000.00 $5,000.00 $100 00 $10000 $5,00000 $5,000.00 $3,000.00 $3,000.00 $20,000.00 $20,000.00 4 Removal of Structure and Obstruction 1 L.S. $200,000 00 $200,000.00' $163,000.00 $163,000.00 $100,00000 $100,000.00 $170,000.00 $170,000.00 $150,000.00 $150,000.00 5 Removing Paint Line 12,440 L.F $6.00 $74,640 00 $075 $9,330.00 $0.75 $9,33000 $0.75 $9,33000 $0.75 $9,330.00 6 Removing Painted Traffic Marking 110 EA. $30 50 $3,355.00 $40 00 $4,400.00 $40.00 $4,400.00 $38 00 $4,180 00 $40.00 $4,400.00 7 Removing Painted Crosswalk Line 1,310 S F $6.50 $8,515.00 $1 68 $2,200.80 $1.60 $2,096.00 $1.60 $2,09600 91.60 $2,096.00 GRADING 8 Roadway Excavation Incl. Haul 23,800 C.Y $16.00 $380,800.00 $9.18 $218,484.00 $9.00 $214,200.00 $14 00 $333,200 00 $11 50 $273,700.00 9 Channel Excavation Incl. Haul 2,300 C.Y $15.00 $34,500.00 $6.23 $14,32900 0700 $16,100.00 $8.00 $18,40000 $1500 $34,50000 10 Controlled Density Fill 170 C.Y $100.00 $17,000.00 $125.00 $21,250.00 $135.00 $22,95000 $16000 $27,200.00 $110.00 $18,700.00 (Continued on Page 2) CITY ENGINEERS REPORT COMPETITIVE BIDS WERE OPENED ON DEC.16, 2009. o' ' )'> ALL BIDS HAVE BEEN REVIEWED BY THIS OFFICE. s 'r - CITY OF YAKIMA 4t Yakima Railroad Grade Separations Phase 2 - RECOMMEND THE CONTRACT BE AWARDED TO: ,,,,, � 1 / ' Lincoln Avenue AWARD MADE BY CITY MANAGER Fed. Aid No.. STPX-NCPD-000S(062) APOLLO INC., KENNEWICK, WA. ,, ~ PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 r " '" .1„ � DATE CITY ENGINEER .€ DATE CITY MANAGER FILE. 11CityenglENGimagesrBidSummarieslLincoln Grade Separation SHEET 1 of 18 EN MN N MN I M EN MN M 11111 I I BID SUMMARY Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Apollo Inc Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT STORMWATER SYSTEM 11 Quarry Spalls 16 C Y 030 00 $480.00 $39 00 5624 00 560.00 '$960 00 $60 00 $960 00 $45.00 $720.00 12 Corrugated Polyethylene Underdrain Pipe 4 In. Diam. 4,850 L.F $1500 $72,75000 54.00 919,400.00 $8.00 938,800.00 $0.60 $2,91000 514.26 $69,16100 12A Drain Pipe 4 In. Diam. 80 L.F $15.00 $1,20000 $9.00 $720.00 $26 00 $2,080.00 $0.60 $4800 $20.00 $1,600.00 13 Catch Basin Type 1 36 EA. $1,000.00 $36,000.00 $63000 $22,680.00 $800.00 528,800.00 $1,000.00 $36,000.00 $950 00 534,20000 14 Catch Basin Type 2, 48 In. Diam. 1 EA. 52,50000 92,500.00 $1,37000 $1,37000 $1,800.00 $1,80000 $2,00000 $2,000.00 $1,70000 $1,700.00 15 Corrugated Polyethylene Storm Sewer Pipe 8 In. Diam. 130 L.F $2000 $2,600.00 524.00 $3,12000 930.00 $3,900.00 $1400 $1,820.00 $22.00 $2,860.00 16 Corrugated Polyethylene Storm Sewer Pipe 12 In. Diam. 1,089 L.F 92500 927,225.00 $7 40 $8,05860 $30.00 $32,670.00 $23.00 925,047.00 $31.00 $33,75900 17 Ductile Iron Storm Sewer Pipe 8 In. Diam 506 L.F 950.00 925,30000 $25.50 912,903.00 $4500 $22,77000 $44.00 $22,264.00 $65 00 932,890.00 18 Ductile Iron Storm Sewer Pipe 12 In, Diam 620 L.F $55.00 $34,100.00 $34.00 $21,08000 $60.00 $37,20000 $4900 930,380.00 965.00 $40,300.00 19 Trench Drain 25 L.F 525.00 062500 $110.00 ' $2,750.00 $17000 $4,250.00 $320.00 98,00000 $175.00 94,37500 20 Testing Storm Sewer Pipe 4,210 L.F $2.00 $8,420.00 9060 $2,526.00 $090 $3,78900 0100 $4,210.00 $2 00 $8,420.00 21 Structure Excavation Class B Incl. Haul 520 C Y $20.00 510,40000 92925 915,210.00 $800 $4,16000 $6.00 $3,120.00 $25.00 513,00000 22 Structure Excavation Class B Incl. Haul - Bottom Seal 402 C Y $30.00 $12,060.00 $17.90 97,195 80 $8.00 $3,216.00 912 00 $4,824.00 $33.00 $13,266.00 23 Shoring or Extra Excavation Class B 1,120 S.F 96.00 96,72000 $4.75 $5,320.00 $060 9672.00 $2.00 $2,240 00 $4000 $44,800.00 24 Construction Geotextile for Underground Drainage 570 S.Y $5.00 $2,850.00 9065 $370.50 95.50 $3,13500 5090 $513.00 $2.00 $1,14000 25 Connection to Drainage Structure 7 EA. 920000 $1,40000 929.00 $203 00 5300.00 $2,100.00 $650.00 94,550.00 575000 95,250.00 26 Precast Wet Well 1 L.S. $79,890.00 079,890 00 $35,250.00 $35,250.00 $55,000 00 $55,000.00 540,000.00 $40,000 00 $60,000 00 $60,000.00 27 Precast Valve Vault 1 L.S. 956,096 00 $56,096 00 $7,400.00 $7,400 CO $15,000 00 $15,000.00 98,000.00 04000 00 915,000.00 915,000.00 28 Precast OiINVater Separator 1 L.S. 9147,078.00 $147,078 00 $82,000 00 562,000.00 $100,000.00 9100,000 00 044,000.00 944,000.00 $45,000.00 $45,000.00 29 Pumps and Motors 1 L.S. $57,52300 $57,523.00 $33,000.00 $33,00000 $55,000.00 $55,000.00 $108,000.00 $108,00000 $65,000.00 $65,000.00 30 Piping, Valves, and Accessories 1 L.S. $129,716.00 $129,71600 562,50000 $62,50000 $65,00000 $65,00000 $58,000.00 558,000.00 968,000.00 968,000.00 31 Pump Station Electrical 1 L.S. $194,994 00 5194,994.00 $110,000.00 9110,000.00 9105,000.00 9105,00000 $106,000.00 $106,00000 $10,000 00 $10,00000 32 Telemetry 1 L.S. 52,364.00 92,364.00 540,80000 $40,800.00 540,000.00 940,000.00 $39,00000 $39,000.00 $65,000.00 $65,000.00 (Continued on Page 3) �,w =-" CITY OF YAKIMA � • }'1 Yakima Railroad Grade Separations Phase 2 - • .., 4 J ,F 1' o N, •• h, rbr ,, j Lincoln Avenue '; ..... Fed. Aid No. STPX-NCPD•000S(062) PROJECT NO 1818 / DATE. DECEMBER 16TH, 2009 r . FILEtlCityenglENGimageslBidSummarieslLincoln Grade Separation SHEET of 2 18 EN MN N MN I M EN MN M 11111 I I M' N 1111111 M 1 M Ma NM M M M IIIIII OM 1 NM NM MI I= IIIIIII BID SUMMARY Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Apollo Inc Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT SANITARY SEWER 33 PVC Sanitary Sewer Pipe 6 In. Diam. 274 L.F $48.00 $13,152.00 $13.60 $3,726.40 $20.00 $5,480.00 $26.00 $7,124 00 $78.00 $21,372.00 34 Sewer Clean Out 4 EA. $1,300.00 $5,200.00 $510.00 $2,040.00 $400.00 $1,600.00 $300.00 $1,200.00 $1,250.00 $5,000.00 35 Manhole 48" Diam. Type 1 1 EA. $5,400 00 $5,400 00 $1,730 00 $1,730 00 $2,200.00 $2,200 00 $2,800 00 $2,800 00 $5,000.00 $5,000.00 36 Testing Sewer Pipe 274 L.F $325 $89100 5040 $109.60 $1 50 $411.00 51.00 $274.00 $200 $54800 WATER LINES 37 Comb. Air Release/Air Vacuum Valve Assembly 2 In. 2 EA. $3,800.00 $7,600.00 $2,160.00 $4,320 00 $3,800 00 $7,600 00 $2,500 00 $5,000 00 $3,10000 $6,200 00 38 Ductile Iron Pipe for Water Main 12 In. Diam. 275 L.F $80.00 $22,00000 $85.50 $23,512.50 $135.00 $37,125.00 $80.00 $22,000.00 $80.00 $22,00000 39 Pipe Insulation 40 LF $110.00 $4,400.00 $84.00 $3,360.00 $120.00 54,800.00 $12500 $5,00000 $205.00 $8,200.00 40 Connection to Existing Water Main 2" Temp. Blowoff 4 EA. $2,150.00 $8,600.00 $1,500.00 $6,000.00 $1,500.00 $6,000.00 61,000.00 $4,000.00 $4,750.00 $19,000.00 41 Steel Casing.22 In. Diam. 162 L.F $36500 $59,130.00 $21200 $34,34400 $265 00 $42,930.00 $220.00 $35,640.00 $200.00 $32,40000 42 Heat Tracing System 1 L.S. 91,100.00 $1,100.00 $2,230.00 62,230.00 $2,100.00 $2,100.00 $2,000.00 52,000.00 $6,500.00 $6,500.00 43 Galvanic Anode 2 EA. $54000 $1,080.00 $800.00 $1,600.00 52,000.00 $4,000.00 $1,900.00 $3,800.00 53,000.00 56,000.00 -STRUCTURE (CIP Cantilever Wall/Moment Slab) 44 Conc. Class 4000 for Retaining Wall 180 C.Y $650.00 5117,000.00 $53000 $95,40000 $500.00 $90,00000 $500.00 $90,000.00 $570.00 $102,600.00 45 St. Reinf. Bar for Retaining Wall 18,830 LB 50.90 $16,947 00 $092 $17,323.60 $0.90 $16,947.00 $1.00 $18,830.00 $115 $21,654.50 46 Conc. Class 4000 for Barrer 158 C.Y $650.00 $102,700.00 $1,235 00 $195,130.00 $850 00 $134,300.00 5700.00 $110,600.00 $620.00 $97,960 00 47 St. Reinf. Bar for Barrier 42,670 LB $090 $38,40300 $075 $32,00250 $0.90 $38,403.00 $1.00 542,670.00 $110 $46,937.00 48 Bridge Railing Type BP for Wall Barrier 1,410 L.F $70.00 $98,700.00 $66.00 $93,060.00 $75.00 $105,750.00 $85.00 $119,85000 $68.00 595,880.00 49 Conc. Class 4000 for Free -Standing Barrier 19 C.Y 5650.00 $12,35000 51,153.00 $21,907.00 $900.00 $17,10000 $600.00 $11,400.00 $1,000.00 $19,000.00 50 St. Reinf. Bar for Free -Standing Barrier 5,160 LB $0.90 $4,644.00 $0.82 $4,231.20 50.90 54,644.00 $1.00 $5,160.00 $1.00 $5,160.00 51 Conc. Class 4000 for Impact Attenuator Footing 3 C.Y $500.00 $1,500.00 $369.00 $1,107.00 $70000 $2,10000 $45000 $1,35000 $891 00 $2,673.00 52 St. Reinf. Bar for Impact Attenuator Footing 241 LB $0.90 5217.00 $0.82 $197.62 $0.90 $216.90 $1.00 $241.00 $100 $241.00 (Continued on Page 4) ., CITY OF YAKIMA .• S Yakima Railroad Grade Separations Phase 2 - ,^ 1 Ley NNW i .;, 0 'ZC 'rr''./k.cl' Un ' ` Lincoln Avenue Fed. Aid No.: STPX-NCPD-000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. 11CityenglENGimageslBidSummadeslLincoln GradeSeparation SHEET 3 of 18 1E011 =I MINI NMI MIN 1E11 MINI NM 1•111 MINI INS NM Eli 111111 MIN MN MEI IMO NM BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Apollo Inc Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT (Earthwork) 53 Structure Excavation Class A Incl. Haul 5,575 C Y 51890 $100,35000 $9.35 552,126.25 $10.00 $55,750.00 $600 $33,450.00 520.09 $111,500.00 54 Shoring or Extra Excavation Cl. A 1 L.S. $150,00090 $150,000 00 $28,800 00 $28,800.00 $170,000 00 $170,000.00 $62,00000 $62,000.00 $65,000.00 565,00000 55 Gravel Backfill for Wall 565 C.Y $3090 $16,950.00 $32 00 $18,080.00 540 00 $22,600 00 $17.00 $9,605 00 540.00 522,600.00 (Wall Cap) 56 Conc. Class 4000 for Wall Cap 1,914 C.Y $40000 $765,600 00 $233.00 $445,96200 $45000 $861,300.00 $300 00 5574,200.00 $345.00 $660,330.00 57 St. Reinf. Bar for Wall Cap 326,700 LB 50.75 $245,025.00 $0 70 $228,690.00 $0 80 $261,360.00 $1.00 $326,700 00 $0 87 5284,229.00 (Soldier Pile Walls) 58 Shaft - 39" Diameter 442 L.F $400.00 $176,800.00 $234.00 $103,428 00 $200.00 $88,400 00 591 00 $40,222.00 5250.00 5110,500.00 59 Shaft -24"Diameter 50 L.F 5250.00 $12,500.00 $22600 $11,300.00 $15000 $7,500.00 $79.00 $3,95000 5275.00 $13,750.00 60 Furnishing Soldier Pile - W24X103 568 L.F 511000 562,480.00 558.00 532,944.00 $6000 $34,080 00 $76.00 543,168.00 $6000 $34,080.00 61 Furnishing Soldier Pile - W21X55 for Underpass Wall 75 L.F $6500 $4,875 00 $37.00 52,775 00 $40.00 $3,000.00 $76 00 95,700.00 $38.00 52,850.00 62 Furnishing Soldier Pile - W14X43 58 L.F 555.00 53,19000 $32.00 $1,856.00 $30.00 $1,74000 $33.00 $1,914.00 53200 51,856.00 63 Lagging for Underpass Wall 2,143 S.F $15.00 $32,14500 $32.00 $68,57600 $12.00 $25,716.00 $1850 539,645.50 $32.00 $68,57600 64 Concrete Fascia Panel 2,143 S.F $35.00 $75,005.00 $2480 $53,146.40 $3500 $75,005.00 545.00 996,43500 56600 5141,438.00 (BNSF Shoring Wall) 65 Shaft -36"Diameter 285 L.F 5350.00 599,750.00 $234.00 566,690.00 $20000 $57,000.00 $8100 $23,085.00 $265.00 $75,525.00 66 Furnishing Soldier Pile - W21 X93 105 L.F 5100.00 $10,500.00 $5300 55,565.00 $6000 $6,30000 $69.00 57,245.00 55800 56,09000 67 Furnishing Soldier Pile - W21X55 for BNSF Shoring 152 L.F $65.00 $9,880.00 $3700 $5,624.00 $35 00 $5,320.00 $46.00 5699200 542.00 $6384.00 68 Lagging for BNSF Shoring 452 S.F 51500 $6,780 00 53075 $13,89900 $12.00 $5,42400 $25.50 $11,526.00 $3500 $15,820 00 (Shotcrete Facing) 69 Shotcrete Facing 10,700 S.F 52000 $214,000.00 $1660 $177,620.00 $22.00 $235,400.00 $19.00 $203,300.00 $1800 $192,600.00 70 Prefabricated Drainage Mat 1,190 S.Y 510.00 $11,90000 $8.95 $10,650.50 $1800 521,420.00 $1400 $16,660.00 $11.00 $13,09000 (Continued on Page 5) �, ,� CITY OF YAKIMA '; �: Yakima Railroad Grade Separations Phase 2 - - a $ ` •, + ./ .i �'P'.>kctT �,� rte `lh� A Lincoln Avenue Fed. Aid No.: STPX•NCPD•000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. 11Cityeng1ENGimagesl&dSummarieslLincoln Grade Separation SHEET 4 of 18 1E011 =I MINI NMI MIN 1E11 MINI NM 1•111 MINI INS NM Eli 111111 MIN MN MEI IMO NM IIIIIII I M N IIIIII M M M M = N N ME M M I BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Apollo Inc Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5% Bond . 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT (Bottom Seal) 71 Bottom Seal 1 L.S. $3,750,000.00 93,750,000.00 $2,580,055.00 $2,580,055.00 $1,500,000.00 $1,500,00000 $2,020,00000 $2,020,000.00 $1,440,000.00 $1,440,000.00 72 Bottom Seal Test Program 1 L.S. 9300,000.00 $100,000.00 $132,600 00 $132,600.00 $5,00000 $5,000.00 $30,000.00 $30,000.00 $150,000.00 $150,00000 (Struts) 73 Prestressed Conc. Girder For Strut 288 L.F $600.00 $172,80000 $494.00 $142,272.00 $750 00 $216,000.00 $46500 $133,920.00 $600.00 $172,80000 (Misc.) 74 Wet Well Shoring 1 L.S. $227,000.00 $227,000 00 951,000.00 $51,000.00 945,000.00 $45,00000 $197,30000 $197,300.00 $125,000.00 $125,00000 75 Fiber Optic Relocation 1 L.S. $25,000.00 925,00000 $17,500.00 $17,50000 $25,00000 $25,000 00 $13,600 00 $13,60000 $100,000 00 $100,000.00 (Front St. Bridge) 76 Superstructure - Front St. Bridge 1 L.S. $201,700.00 $201,700.00 9179,000.00 $179,000.00 $275,000.00 $275,000.00 $250,000.00 $250,000.00 9270,590.00 $270,590.00 77 Bridge Approach Slab 227 S.Y $250.00 566,750.00 $196.00 $44,492.00 $22500 951,075.00 $130.00 $29,51000 $295.00 $66,965.00 (BNSF Bridge) 78 Superstructure- BNSF Bridge 1 L.S. $346,500.00 $346,50000 5226,000.00 $226,000.00 $410,00000 9410,000.00 9280,00000 $280,00000 $460,000.00 9460,000.00 (Access Rd. Bridge) 79 Superstructure -Access Rd. Bridge 1 L.S. $132,60000 $132,600.00 $90,000.00 $90,000.00 $175,000.00 $175,000.00 $180,000.00 9180,000.00 $181,00000 $181,000 00 (Pond Structure) 80 Conc. Class 4000 for Pond Structure 194 C.Y 9650.00 $126,100.00 5477.00 992,538 00 $570 00 $110,580 00 $600 00 $116,400 00 $400 00 $77,600 00 81 St. Reinf. Bar for Pond Structure 46,640 LB $0.90 $41,976.00 90.79 $36,845.60 $0.80 $37,312.00 $1.00 $46,640.00 $0.90 $41,976.00 82 Bridge Railing Type- Pedestrian Rail 220 L.F $150.00 $33,00000 $100.00 922,00000 $100 00 $22,000.00 $146.00 $32,120.00 9230.00 $50,60000 (Loading Dock) 83 Conc. Class 4000 for Loading Dock Structure 9 C.Y $1,000.00 $9,000.00 $596.00 $5,364.00 91,00000 99,000.00 $700.00 96,300.00 $1,000.00 99,000.00 84 St. Reinf. Bar for Loading Dock Structure 1,415 LB $0.90 $1,274.00 $0.90 $1,273.50 50.90 $1,273.50 $1.00 $1,415.00 91.00 $1,415.00 (Continued on Page 6) .,. CITY OF YAKIMA „� •.� Yakima Railroad Grade Separations Phase 2 ;�Abk 4A, o — : 1 1 4Nivor 4% ".'e.criU' 6 ` „.. Lincoln Avenue Fed. Aid No.: STPX-NCPD-000S(062) PROJECT NO 1818 , DATE. DECEMBER 16TH, 2009 FILE. 1OCityenglENGimageslBidSummarieslLincoln GradeSeparation SHEET 5 of 18 MINI MIN MIMI 11111 ® MIN MIMI ION 1•111 1111111 NM 11E1 1E111 11E11 IIIIII 11111 111111 MIMI BID SUMMARY 1 Yakima Railroad Grade Separations Phase 2 -Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Apollo Inc Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT - UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT SURFACING 85 Crushed Surfacing Base Course 1,450 TON $16 00 $23,200.00 $23 00 $33,35000 016.00 023,200 00 $20.00 $29,000.00 91800 $26,100.00 86 Washed Crushed Surfacing Base Course 670 TON $2500 $16,750.00 $27.30 $18,291.00 $23.00 $15,41000 $20.00 $13,400.00 $2000 $13,400.00 87 Construction Geotextile for Separation 3,108 S.Y $5 00 $15,540.00 $0.80 52,486.40 $1.30 $4,040 40 $1 00 $3,108.00 $2 00 $6,216 00 88 Crushed Surfacing Top Course . 155 TON $18.00 $2,79000 $23.50 $3,642.50 $23.00 $3,565.00 $2000 $3,10000 $20.00 93,10000 ASPHALT TREATED BASE 89 Asphalt Treated Base 525 TON $6000 $31,500.00 $65.75 $34,518.75 $63.00 $33,075.00 56300 $33,075.00 $67.00 $35,17500 HOT MIX ASPHALT PAVEMENT 90 HMA CI. 1/2" PG 64-28 2,305 TON $65.00 $149,825.00 $7745 $178,522.25 $7300 $168,265.00 $73.00 $168,265 00 $78.00 $179,79000 EROSION CONTROL AND PLANTING 91 Dewatering 1 L.S. $50,000.00 $50,000.00 $35,000.00 $35,000.00 $95,000 00 $95,000 00 $500,000.00 $500,000.00 $200,000 00 $200,000.00 (Continued on Page 7) .,„.„ CITY OF YAKIMA 2 Yakima Railroad Grade Separations Phase - ,-. 1 , ' ;, t•�A_ "'u,vrT0 r i �� Lincoln Avenue Fed. Aid No. STPX-NCPD-000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. 11CityenglENGenagestBidSummarieslLinnoln Grade Separation SHEET 6 of 18 MINI MIN MIMI 11111 ® MIN MIMI ION 1•111 1111111 NM 11E1 1E111 11E11 IIIIII 11111 111111 MIMI 111111 all MN R MN 1 NM 1 EN N MI N OM 1 MI 111111 NE BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Apollo Inc Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT TRAFFIC 92 Cement Conc. Traffic Curb and Gutter 490 L.F $25.00 $12,250.00 $13.20 $6,46800 $15.00 $7,350.00 $11.50 $5,635.00 $12.00 $5,88000 93 Extruded Curb 1,275 L.F $5.00 $6,375 00 $4.60 $5,865.00 $7.00 $8,92500 $8.00 $10,200.00 $450 $5,737.50 94 Cement Conc. Traffic Curb 95 L.F $10.00 $950.00 $27.75 $2,63625 $3000 $2,850.00 $2500 $2,375 00 $26 00 $2,470.00 95 Permanent Impact Attenuator 1 EA. $20,000.00 $20,000.00 $12,00000 $12,000.00 $2,500.00 $2,500.00 $11,000.00 $11,00000 $12,500.00 $12,50000 96 Painted Traffic Arrow 93 EA. $50.00 $4,650.00 $45 00 $4,185.00 $45.00 $4,185.00 $43.00 $3,999 00 $45 00 $4,185.00 97 Painted Bicycle Lane Symbol 13 EA. $50.00 $650.00 $42.00 $546 00 $40.00 $520.00 $40.00' $520.00 $42.00 $546.00 98 Painted Traffic Letter 88 EA. $50.00 $4,40000 $1900 $1,672.00 $20.00 $1,760.00 $18.00 $1,584.00 $1900 $1,672.00 99' Paint Line 11,910 L.F $0.30 $3,57300 $0.36 84,287.60 $0.35 $4,16850 $0.40 $4,764.00 $0.40 $4,764.00 100 Painted Wide Line 2,345 L.F $035 $82100 $0.57 $1,336.65 $055 $1,28975 $0.50 $1,17250 $0.60 $1,407.00 101 Painted Crosswalk Line 2,360 S.F $3.50 $8,260.00 $1.82 $4,29520 $200 $4,720.00 $170 $4,012.00 $2.00 $4,720.00 102 Painted Stop Line 540 L.F $0.35 $189.00 $1.98 $1,06920 $2.00 $1,080.00 $1.90 $1,026.00 $200 $1,080.00 103 Painted Railroad Crossing Symbol 7 EA. $100.00 $700.00 $350.00 $2,45000 $350.00 $2,450.00 $350.00 $2,450.00 $350.00 $2,450.00 104 Permanent Signing 1 L.S. $1,000.00 $1,000.00 $19,500.00 $19,50000 $25,000.00 $25,000.00 $18,00000 $18,00000 $33,500.00 $33,50000 105 Illumination System Complete 1 L.S. $43,300.00 $43,300.00 $105,00000 $105,000.00 $100,000.00 $100,000.00 $99,80000 $99,800.00 $120,000 00 $120,000.00 106 Traffic Signal System First Street and Lincoln Avenue, Complete 1 L.S. $34,500.00 $34,50000 $64,500.00 $64,500.00 $70,000.00 $70,000.00 $61,150.00 $61,150.00 $70,00000 $70,000.00 107 Traffic Signal System 1st Avenue and Lincoln Avenue, Complete 1 L.S. $12,50000 $12,50000 $26,700.00 $26,700.00 $30,00000 $30,000.00 $26,000.00 $26,00000 $30,000.00 $30,000.00 108 Traffic Signal System 3rd Avenue and Lincoln Avenue, Complete 1 L.S. $4,30000 $4,300.00 $5,250.00 $5,25000 $6,00000 $6,000.00 $5,000.00 $5,000.00 $6,500.00 86,50000 109 Traffic Signal System First Street and MLK JR Boulevard, Complete 1 L.S. $15,70000 $15,700.00 $28,045.00 $28,04500 $30,000.00 830,000.00. $27,00000 $27,000.00 830,00000 $30,00000 110 Traffic Signal System 1st Avenue and MLK JR Boulevard, Complete 1 L.S. $28,10000 $28,100.00 $43,800.00 $43,800.00 $45,00000 $45,000.00 $41,000.00 $41,00000 $45,000.00 $45,000.00 111 Traffic Signal System 3rd Avenue and MLK JR Boulevard, Complete 1 L.S. $27,70000 $27,700.00 $43,000.00 $43,000.00 $45,00000 $45,000.00 $41,000.00 $41,000.00 $46,000.00 $46,000.00 112 Traffic Signal System 2nd Avenue and MLK JR Boulevard, Complete 1 ' L.S. $55,00000 $55,000.00 894,000.00 $94,000.00 $95,00000 $95,000.00 $90,00000 $90,000.00 $100,000.00 $100,000.00 113 Project Temporary Traffic Control 1 L.S. $30,000.00 $30,000.00 $112,000.00 $112,00000 $140,000.00 $140,000.00 $70,40000 $70,400.00 $100,00000 $100,00000 (Continued on Page 8) � , ••••• CITY OF YAKIMA kh Yakima Railroad Grade Separations Phase 2 - (''\ -.: ')PROJECT r .1 ,;, L i Lincoln Avenue Fed. Aid No.: STPX-NCPD-000S(062) NO 1818 DATE. DECEMBER 16TH, 2009 '0 'JR ,VIi' yF FILE. 11CityenglENGimageslBidSummarieslLincoln Grade Separation h`"� SHEET 7 of 18 um EN um am INN ow um mei NE mi um um as BID SUMMARY I Yakima Railroad Grade Separations Phase 2 -Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Apollo Inc I Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT OTHER ITEMS 114 Structure Surveying 1 L.S. 540,000.00 540,00000 $35,700.00 $35,70000 $35,000.00 $35,000.00 $38,000.00 538,000.00 $50,000 00 $50,00000 115 Roadway Surveying 1 L.S. $30,000.00 $30,000 00 $9,10000 $9,100.00 $10,000 00 $10,000.00 $55,00000 $55,000.00 $25,000.00 $25,000.00 116 Licensed Surveying Est. F.A. 910,000.00 $10,000.00 910,000.00 910,000.00 $10,00000 910,000.00 910,000.00 910,000.00 910,000.00 $10,00000 117 Cement Conc. Sidewalk 300 S.Y 53000 59,000.00 527.75 58,32500 $30.00 59,000.00 525.00 57,50000 $26 00 97,600.00 118 Cement Conc. Sidewalk Ramp Type 4a 1 EA. $1,20000 $1,200.00 $390.00 $390.00 $70000 $70000 $370.00 $370.00 $395.00 $395.00 119 Cement Conc. Sidewalk Ramp Type 2 1 EA. $1,200 00 51,200.00 $390.00 $390.00 $700.00 $70000 5370.00 $370.00 $395.00 $395.00 120 Cement Conc. Sidewalk Ramp Type 1 2 EA. $1,200 00 $2,400.00 $390.00 $78000 565000 $1,30000 $370.00 $74000 539500 $79000 121 Concrete Driveway Approach 5 EA. $1200.00 $6,000.00 595400 $4,770.00 $1,100.00 $5,500.00 $80000 $4,000.00 $850.00 $4,250100 122 Chain Link Fence Type 3 790 L.F $1800 $14,220.00 $21.50 $16,985 00 $22 00 $17,380 00 $20.00 $15,800.00 $21.50 916,985,00 123 End, Gate, Corner and Put Post for Chain Link Fence 18 EA. - $125.00 $2250.00 522800 $4,10400 $125.00 $2,250.00 520000 $3,600.00 523000 $4,14000 124 Double 20 Ft. Chain Link Gate 3 EA. $1,30000 53,90000 $69200 $2,076.00 $1200.00 53,600.00 565000 $1,950.00 $695.00 $2,08500 125 Training 1,500 HR. $200 $3,00000 $1 00 $1,500.00 $100 $1,50000 $7.00 $10,500.00 $1.00 $1,50000 126 Adjust Manhole 1 EA. $500.00 $500.00 5250 00 $250.00 5500.00 $500.00 $800 00 $800.00 5650.00 $650.00 127 Type C Progress Schedule 1 L.S. $30,00000 $30,000.00 $30,00000 $30,000.00 $30,000.09 $30,000.00 $30,000 00 $30,000.00 $10,000.00 510,00000 128 Schedule Updates 12 EA. 91,00000 $12,00000 51,000.00 $12,000.00 $1,000.00 $12,00000 51,000.00 $12,000.00 $450.00 $5,40000 129 Contractor Public Involvementllnformation Support 1 L.S. $15,00000 $15,000.00 $1,600.00 $1,600.00 $5,000.00 $5,00000 $8,000.00 $8,000.00 $5,000.00 $5,000.00 130 Miscellaneous Force Account Work Est. F.A. $770,000.00 5770,000.00 5770,000.00 $770,000.00 5770,000 00 $770,000.00 5770,000.00 $770,000 00 5770,000 00 $770,000.00 Subtotal - Base Bid $11,909,65000 $9,073,965.17 59,301,42405 $9,810,899.00 $10,272,239.00 (Continued on Page 9) • _ CITY OF YAKIMA , Yakima Railroad Grade Separations Phase 2 - 1 . 411r1 g 1 t. Niumor 4".e,'r no `�' 4 I Lincoln Avenue Fed. Aid No. STPX-NCPD-000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE.0CdyenglENGimageslBidSummarieslLincoln Grade Separation SHEET 8 of 18 um EN um am INN ow um mei NE mi um um as 111111 M M M ® 111111 M NE - ' MN NM N EN BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln AvenueESTIMATE CITY PROJECT NO. 1878 ENGINEERS Apollo Inc Hamilton Construction Company William Charles West Tri-State Construction Co. ITEM Bid Security 5% Bond 5% Bond 5 /o Bond 5% Bond NO. ITEM QTY UNIT UNIT AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT AMOUNT UNIT PRICE AMOUNT (Alternative Al - Secant Pile Wall) 131 Soil Excavation for Lagging Shaft Incl. Haul 1,451 C.Y $300.00 $435,30000 $106.00 $153,806.00 $210.00 $304,710.00 $81.00 $117,531.00 $145.00 $210,39500 132 Soil Excavation for Reinforced Shaft Incl. Haul 1.838 C.Y $350.00 $643,300.00 $167.00 $306,94600 $210 00 $385,98000 $106.00 $194,82800 $185.00 $340,030.00 133 Furnishing and Placing Temp. Casing for Lagging Shaft 3,117 L.F $250.00 $779,250.00 $1.00 $3,117.00 $12.00 $37,404.00 $2550 $79,483.50 $1.30 $4,052.10 134 Furnishing and Placing Temp. Casing for Reinf. Shaft 3,948 L.F $27500 $1,085,70000 $1.00 $3,948.00 $1200 $47,37600 $2550 $100,674.00 $1.10 $4,34280 135 Lean Concrete for Shaft 1,451 C.Y $100.00 $145,100 00 $297.00 $430,947.00 $160.00 $232,16000 $126.00 $182,826.00 $30500 $442,555.00 136 Conc. Class 4000P for Shaft 1,838 C.Y $150.00 $275,700.00 $34600 $635,948.00 $210.00 $385,98000 $191.00 $351,058.00 $330 00 $606,540.00 137 St. Reinf. Bar for Shaft 447,592 LB $065 $290,93500 $058 $259,603.36 $0.80 $358,073.60 $0.68 $304,362 56 $0.75 $335,694.00 138 CSL Access Tube 15,739 L.F $600 $94,434.00 $8.50 $133,781.50 $800 $125,912.00 $8.00 $125,912 00 $6.00 $94,43400 139 CSL Test 174 EA. $500 00 $87,000.00 $631.00 $109,794.00 $600 00 $104,400.00 $413 00 $71,862 00 $950.00 $165,300 00 140 Secant Pile Wall Test Section 1 L.S. $50,000.00 $50,000.00 $58,000.00 $58,000 00 $25,000 00 $25,000.00 $7,600 00 $7,600.00 $60,000.00 $60,000 00 Subtotal - Alternative Al - Secant Pile Wall $3,886,719.00 $2,095,89086 $2,006,995.60 $1,536,137.06 $2,263,342.90 (Altemative A2 - Diaphragm Wall) 141 Diaphragm Wall 24,000 S.F $90.00 $2,160,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $000 $0.00 142 CSL Test 110 EA. $1,00000 $110,000.00 50.00 moo $0.00 $0.00 $0.00 moo $0.00 $000 143 Diaphragm Wall Test Section 1 L.S. $50,000.00 $50,000.00 $0.00 $000 $000 $0.00 $0.00 $000 $0.00 $0.00 Subtotal - Alternative A2 - Diaphragm Wall $2,320,000.00 Estimated Bid Price (Base Bid + Lower of Altemative Al or A2) 814,229,650.00 811,169,856.03 $11,308,419.65 511,347,036.06 $12,535,581.90 (Continued on Page 10) oAyw``■ �\• 1`�yL Yakima Railroad Grade Separations Phase 2 - ,: -. : 1.� \* i'., ' �hC ('kr,le.crIA) : .00 o Lincoln Avenue Fed. Aid No.: STPX-NCPD-0005(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. 8CityenglENGimagesIBidSummarieslLincoln Grade Separation SHEET 9 of 18 1 BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE I Graham Const Wildish I Condon Johnson ITEM NO. Bid Security 5% Bond 5% Bond 5% Bond ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT MOBILIZATION 1 Mobilization 1 L.S. 0930,912.00 $930,912 00 $1,310,000.00 $1,310,00000 01,360,000.00 $1,360,000.00 $1,045,000.00 $1,045,000.00 2 Field Office Building 1 L.S $45,000.00 045,000.00 535,000.00 $35,000.00 525,00000 525900.00 939,100.00 $39,10000 PREPARATION 3 ' SPCC Plan 1 L S. 55,000.00 $5,000.00 $1,500 00 51,50000 91,000.00 $1,00000 $7,500.00 $7,500.00 4 Removal of Structure and Obstruction 1 L.S. $200,000 00 5200,000 00 $92,000.00 $92,000.00 $100,000.00 $100,000.00 $95,000.00 $95,000 00 5 Removing Paint Line 12,440 L F $600 574,64000 $0.65 $8,086.00 0055 56,842.00 90.85 $10,574 00 6 Removing Painted Traffic Marking 110 EA. 530.50 $3,355 00 $4500 54,950.00 $45.00 $4,95000 $45.00 04,950.00 7 Removing Painted Crosswalk Line 1,310 S F 9650 $8,515.00 0200 $2,620.00 $3 00 $3,930.00 $2.00 $2,620 00 GRADING 8 Roadway Excavation Incl. Haul 23,800 C.Y $1600 5380,800.00 98.85 $210,630 00 $9 00 $214,200.00 .$7.80 $185,640.00 9 Channel Excavation Incl. Haul 2,300 C.Y $15.00 534,500.00 $880 $20,240.00 59.00 $20,70000 $550 $12,650.00 10 Controlled Density Fill 170 C.Y $100.00 517,000.00 $10800 $18,360.00 9115.00 $19,550.00 $12000 $20,400.00 (Continued on Page 11) 1 CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue Fed. Aid No.: STPX-NCPD-000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. 11CilyenglENGimageslBidSummarieslLincoln Grade Separation SHEET 10 of 18 INIII MIN MINI MIN INN MEI ION 111111 IIIIII MINI MIMI IIIII INN MINI IIIIIIII IMO N NE 111111 NEI N I 1111111 N M MN MN 11111 N MN M M I 11111 111111 BID SUMMARY Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Graham Const Wildish Condon Johnson ITEM Bid Security 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT STORMWATER SYSTEM 11 .Quarry Spalls 16 C.Y $30.00 $480.00 54740 $758.40 950.00 -9800 00 $50.00 $800.00 12 Corrugated Polyethylene Underdrain Pipe 4 In. Diam. 4,850 L.F $15.00. $72,750.00 $2.50 $12,125.00 $2 60 $12,610.00 $7.00 $33,950.00 12A Drain Pipe 4 In. Diam. 80 L.F $15.00 $1,20000 $24.20 $1,936.00 $25.00 $2,000 00 $23.00 $1,840.00 13 Catch Basin Type 1 36 EA. 91,000.00 $36,000.00 $1,240.00 544,64000 $1,400.00 550,400.00 5675.00 524,300.00 14 Catch Basin Type 2, 48 In. Diam. 1 EA. $2,500.00 52,500.00 $1,73000 51,730.00 $2,000.00 $2,000 00 $1,550.00 51,550.00 15 Corrugated Polyethylene Storm Sewer Pipe 8 In. Diam. 130 LF $20.00 $2,600.00 $164.00 $21,320.00 $17000 $22,100.00 $25.00 53,25000 16 Corrugated Polyethylene Storm Sewer Pipe 12 In. Diam. 1,089 L.F $2500 $27,225.00 $31.10 533,86790 $3300 535,937.00 $26.00 528,31400 17 Ductile Iron Storm Sewer Pipe 81n. Diam 506 L.F 550.00 $25,300.00 $24.50 512,39700 $26.00 $13,156.00 $36.00 $18,21600 18 Ductile Iron Storm Sewer Pipe 12 In. Diam. 620 L.F $55.00 $34,100.00 $3970 $24,61400 $40.00 $24,800.00 $52.00 $32,240.00 19 Trench Drain 25 L.F $25.00 $625.00 58760 $2,190.00 $90.00 $2,25000 $150.00 $3,750.00 20 Testing Storm Sewer Pipe 4,210 L.F $2.00 $8,420.00 $0.87 $3,662.70 $1.00 $4,21000 $0.75 $3,157.50 21 Structure Excavation Class B Incl. Haul 520 C.Y 520.00 $10,400.00 $19.40 $10,088.00 ' 520.00 $10,40000 $7 00 $3,640.00 22 Structure Excavation Class B Incl. Haul - Bottom Seal 402 C.Y 530.00 $12,060.00 $22.10 $8,884.20 $23.00 $9,246.00 $7.00 52,814 00 23 Shoring or Extra Excavation Class B 1,120 S.F 56.00 $6,720.00 50.51 $571 20 $0.55 $616.00 $0.50 $560.00 24 Construction Geotextile for Underground Drainage 570 S.Y $5.00 52,850.00 $660 $3,762.00 $700 $3,99000 $4.00 $2,280.00 25 Connection to Drainage Structure 7 EA. 5200.00 $1,40000 $68.60 $48020 $100.00 $700.00 5250.00 $1,750.00 26 Precast Wet Well 1 L.S. $79,890 00 $79,890.00 539,300.00 $39,300 00 $42,000 00 $42,000.00 570,000.00 570,000 00 27 Precast Valve Vault 1 L.S. $56,096.00 $56,096.00 $12,200 00 $12,200.00 514,000.00 514,000.00 $11,000.00 $11,00000 28 Precast 011/Water Separator 1 L.S. 5147,078.00 5147,078.00 $98,500.00 598,500.00 $110,00000 $110,000.00 565,000.00 565,00000 29 Pumps and Motors 1 L.S. $57,52300 $57,523.00 582,400.00 $82,400.00 $90,00000 $90,000.00 940,000.00 $40,000.00 30 Piping, Valves, and Accessories 1 L.S. 5129,71600 5129,716.00 $56,400.00 556,400.00 $65,00000 565,000.00 $42,00000 $42,000.00 31 Pump Station Electrical 1 L.S. $194,99400 5194,994.00 5103,700.00 $103,700.00 $110,00000 $110,000.00 $103,695.00 $103,69500 32 Telemetry 1 L.S. $2,364.00 52,364.00 510,000.00 $10,000.00 $40,00000 $40,000.00 538,500.00 $38,500 00 (Continued on Page 12) ........-. CITY OF YAKIMA --,v- } ` A Yakima Railroad Grade Separations Phase 2 . 4/17\irflikLincoln r/ - : L. �' k,''iucrt,v �`�`� Avenue Fed. Aid No.: STPX-NCPD-000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. MityenglENGimageslBidSummarieslLincoln Grade Separation SHEET 11 of 18 BID SUMMARY Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Graham Const Wildish Condon Johnson ITEM NO. Bid Security 5% Bond 5% Bond 5% Bond ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT SANITARY SEWER 33 PVC Sanitary Sewer Pipe 6 In. Diam. 274 L.F $48.00 $13,152.00 514 80 $4,055 20 516.00 $4,384.00 $17.00 $4,658 00 34 Sewer Clean Out 4 EA. $1,300.00 $5,200.00 $495.00 $1,980 00 $500.00 $2,000.00 5350.00 $1,400 00 35 Manhole 48" Diam. Type 1 1 EA. 55,400.00 $5,400 00 $2,570.00 $2,570.00 $2,700.00 $2,700.00 $1,85000 $1,850.00 36 Testing Sewer Pipe 274 L.F $3 25 $891.00 51.65 $452.10 52.00 5548 00 51 00 $274.00 WATER LINES 37 Comb. Air Release/Air Vacuum Valve Assembly 2 In. 2 EA. $3,800 00 $7,600 00 $3,480.00 $6,960.00 $4,000.00 $8,000.00 53,330 00 $6,660 00 38 Ductile Iron Pipe for Water Main 12 In. Diam. 275 L.F $80.00 522,000.00 $83.20 $22,880.00 $85 00 $23,37500 5120.00 $33,000 00 39 Pipe Insulation 40 LF 5110 00 54,400 00 $78 60 $3,144.00 $80.00 $3,200.00 5100 00 $4,000.00 40 Connection to Existing Water Main 2" Temp. Blowoff 4 EA. 52,150.00 58,600.00 $1,140.00 $4,560.00 $1,20000 $4,800 00 $1,250.00 $5,000 00 41 Steel Casing 22 In. Diam. 162 L.F $365.00 $59,130 00 $237 00 $38,394.00 $250.00 $40,500.00 $230 00 $37,260.00 42 Heat Tracing System 1 L.S. $1,100 00 $1,100.00 $15,000.00 $15,000.00 $3,000 00 53,000.00 $2,085.00 $2,085.00 43 Galvanic Anode 2 EA. $540 00 $1,080 00 $2,500.00 $5,000.00 $1,500.00 53,000 00 $1,254.00 $2,508.00 STRUCTURE (CIP Cantilever Wall/Moment Slab) 44 Conc. Class 4000 for Retaining Wall 180 C.Y $650.00 $117,000 00 $500 00 $90,000.00 $600.00 $108,000.00 $1,100.00 $198,000.00 45 St. Reinf. Bar for Retaining Wall 18,830 LB $0.90 516,947.00 51 00 $18,830.00 $1 00 $18,830 00 $1 05 $19,771.50 46 Conc. Class 4000 for Barrier 158 C.Y $650.00 $102,700 00 $1,100.00 $173,800.00 $1,500 00 5237,000 00 $1,000.00 $158,000.00 47 St. Reinf Bar for Barrier 42,670 LB $0,90 $38,40300 01.00 $42,670.00 50.75 $32,002.50 $1 05 $44,803.50 48 Bridge'Railing Type BP for Wall Barrier 1,410 L.F $70 00 $98,700 00 $70.00 $98,700.00 $85.00 $119,85000 $60.00 $84,600.00 49 Conc. Class 4000 for Free -Standing Barrier 19 C.Y 5650.00 $12,350.00 $1,000.00 $19,000.00 $800 00 $15,200.00 $850.00 $16,15000 50 St. Reinf Bar for Free -Standing Barrier 5,160 LB $0 90 $4,644 00 $1 00 $5,160.00 50.90 94,644 00 $1 02 $5,263.20 51 Conc. Class 4000 for Impact Attenuator Footing 3 C.Y 5500.00 $1,500.00 $525.00 $1,575.00 $1,000 00 53,000.00 $3,000 00 $9,000 00 52 St. Reinf. Bar for Impact Attenuator Footing 241 LB $0 90 $217 00 51.00 9241.00 52.00 $482 00 51.30 $313.30 (Continued on Page 13) CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue Fed. Aid No. STPX•NCPD•000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. tlCityenglENGimageslBidSummaries\Lincoln Grade Separation SHEET 12 of 18 11E11 1111111 111.111 ® ® MINI NMI IMO MIMI ® IMO MIMI 1E11 111111 IIIIIII MN NM IIIIIII IN111 11111111 111111 I I 1 M M EN 1111111r MN NM MN NE 1111111 EN NE BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Graham Const Wildish Condon Johnson ITEM Bid Security 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT (Earthwork) 53 Structure Excavation Class A Incl. Haul 5,575 C.Y $18 00 5100,350.00 55.75 932,056.25 $700 539,025.00 $15.00 $83,625.00 54 Shoring or Extra Excavation CI. A 1 L.S. 5150,000.00 $150,000.00 5928,400.00 $928,400.00 $150,000.00 5150,000.00 5120,000.00 $120,000.00 55 Gravel Backfill for Wall 565 C Y 530.00 $16,950.00 $4740 526,78100 $5000 $28,250.00 530.00 $16,950.00 (Wall Cap) 56 Conc. Class 4000 for Wall Cap 1,914 C.Y $40000 9765,600.00 $435.00 $832,590.00 5400.00 5765,600.00 5400.00 5765,600.00 57 St. Reinf. Bar for Wail Cap 326,700 LB $0.75 5245,025.00 $0.75 5245,025.00 $0.75 $245,025.00 $0.90 $294,030.00 (Soldier Pile Walls) 58 Shaft - 39" Diameter 442 L.F $400.00 5176,800.00 $216.50 595,693.00 5260.00 5114,920.00 574.00 532,708.00 59 Shaft -24"Diameter 50 L.F 5250.00 $12,500.00 5206.00 $10,300.00 $26000 $13,000.00 $66.00 53,300.00 60 Fumishing Soldier Pile - W24X103 568 L.F $110.00 $62,480.00 557.50 532,660.00 $60.00 534,080.00 5138.00 $78,384.00 61 Fumishing Soldier Pile - W21X55 for Underpass Wall 75 L.F 565.00 54,875.00 _ $37.70 $2,827.50 $40.00 $3,000.00 5125.00 59,375.00 62 Furnishing Soldier Pile - W14X43 58 L.F $55.00 , $3,190.00 $32.60 51,890.80 535.00 $2,030.00 $120.00 $6,960 00 63 Lagging for Underpass Wall 2,143 S.F $15.00 $32,145.00 528.50 561,07550 $8.00 $17,144.00 $12.00 $25,716.00 64 Concrete Fascia Panel 2,143 S.F $35.00 $75,005.00 555.00 5117,865.00 $35.00 $75,00500 523.00 549,289.00 (BNSF Shoring Wall) 65 Shaft - 36" Diameter 285 L.F 5350.00 599,750.00 6216 50 $61,702.50 5335.00 $95,475 00 $72.00 520,520.00 66 Furnishing Soldier Pile - W21X93 105 L.F 5100.00 510,50000 553.00 55,565.00 $55.00 55,775.00 5154.00 516,170.00 67 Furnishing Soldier Pile - W21X55 for BNSF Shoring 152 L.F 605.00 $9,880.00 537.50 55,700.00 $125.00 519,00000 $140.00 $21,280.00 68 Lagging for BNSF Shoring 452 S.F 515.00 56,780.00 529.00 $13,108.00 535.00 $15,820.00 618.00 58,136.00 (Shotcrete Facing) 69 Shotcrete Facing 10,700 S.F $20.00 5214,000.00 $33.50 $358,450.00 $3000 5321,000.00 552.00 5556,400.00 70 Prefabricated Drainage Mat 1,190 S.Y $10.00 $11,900.00 $15.00 $17,850.00 $25.00 $29,750.00 530.00 $35,700.00 (Continued on Page 14) .. . CITY OF YAKIMA Y •.• • •. Yakima Railroad Grade Separations Phase 2 0. hI t ,ik: NomOF th 6 r"'k,vr11' ` Lincoln Avenue Fed. Aid No.: STPX-NCPD-000S(062) PROJE T NO 1818 DATE. DECEMBER 16TH, 2009 FILE. 11CityenglENGimageslBidSummarieslincoln Grade Separation SHEET 13 of 18 BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Graham Const Wildish Condon Johnson ITEM NO. Bid Security 5% Bond 5% Bond 5% Bond ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT (Bottom Seal) 71 Bottom Seal 1 L.S. $3,750,000.00 $3,750,000.00 $2,200,000.00 $2,200,000 00 $2,000,000.00 $2,000,000 00 $2,795,000.00 $2,795,000.00 72 Bottom Seal Test Program 1 L.S. $100,000.00 $100,000.00 $125,000.00 9125,000 00 $150,000.00 $150,000.00 9400,000.00 $400,000.00 (Struts) 73 Prestressed Conc. Girder For Strut 288 L.F $600.00 $172,800.00 $600.00 $172,800 00 6700.00 $201,600.00 $630.00 $181,44000 (Misc.) 74 Wet Well Shoring 1 L.S. 6227,00000 $227,000 00 $50,000.00 $50,000.00 $100,000.00 $100,000.00 $176,000.00 8176,000.00 75 Fiber Optic Relocation 1 L.S. $25,000.00 $25,000.00 $33,000.00 $33,000.00 $15,000.00 $15,000.00 $27,000.00 $27,000 00 (Front St. Bridge) 76 Superstructure - Front St. Bridge 1 L.S. $201,700.00 5201,700 00 5300,000.00 $300,000 00 $225,000.00 $225,000.00 $226,000.00 5226,000.00 77 Bridge Approach Slab 227 S.Y $250 00 $56,75000 9200 00 $45,400.00 $250.00 $56,750.00 $270.00 $61,290.00 (BNSF Bridge) 78 Superstructure - BNSF Bridge 1 L.S. $346,500.00 $346,500.00 5300,000.00 $300,000 00 $300,000.00 5300,000.00 $301,460.00 $301,460.00 (Access Rd. Bridge) 79 Superstructure - Access Rd. Bridge 1 L.S. 5132,600.00 $132,600.00 $250,000.00 $250,000.00 5150,000.00 6150,000 00 $160,000.00 $160,000.00 (Pond Structure) 80 Conc. Class 4000 for Pond Structure 194 C.Y $650.00 $126,100.00 $750.00 5145,500.00 9750.00 $145,500 00 $700.00 $135,800.00 81 St. Reinf. Bar for Pond Structure 46,640 LB $0.90 $41,976.00 50.85 $39,644.00 $1.00 546,640.00 $1.00 546,640.00 82 Bridge Railing Type - Pedestrian Rail 220 LF $150.00 $33,000.00 5135.00 $29,700.00 5160.00 535,200.00 $114.00 $25,080.00 (Loading Dock) 83 Conc. Class 4000 for Loading Dock Structure 9 C.Y $1,000 00 $9,000.00 52,000.00 $18,000.00 $1,100.00 $9,900.00 $1,000.00 $9,000.00 84 St. Reinf. Bar for Loading Dock Structure 1,415 LB $0.90 $1,27400 $1.00 $1,415.00 $1 00 61,415.00 $1 00 81,415.00 (Continued on Page 15) CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 Lincoln Avenue Fed. Aid No. STPX-NCPD-000S(062) DATE PROJECT NO 1818 DECEMBER 16TH, 2009 FILE. 11CityenglENGimageslBidSummarieslLincoln Grade Separation SHEET 14 of 18 M MN M I 111111 111111 NM M NM I MI 1111111 MN NM all 11111 N M M I NE M M 111111 M 11111 I N 111111 NM M M NM 111111 MN 1 N BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Graham Const Wildish Condon Johnson ITEM NO. Bid Security 5% Bond 5% Bond 5% Bond ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT SURFACING 85 Crushed Surfacing Base Course 1,450 TON 816.00 $23,200.00 $15.10 $21,895.00 $16.00 $23200.00 $21.60 $31,320.00 86 Washed Crushed Surfacing Base Course 670 TON $25.00 $16,750.00 $23.30 $15511.00 524.00 $16,080.00 $23.00 $15,410.00 87 Construction Geotextile for Separation 3,108 S.Y $5.00 $15,540.00 $0.90 52,797 20 $2.00 $6,216.00 $0 75 $2,331.00 88 Crushed Surfacing Top Course 155 TON $1800 $2,790.00 $22.40 $3,472.00 $24 00 $3220.00 $31.00 $4,805 00 ASPHALT TREATED BASE 89 Asphalt Treated Base 525 TON $6000 $31,500.00 $6300 $33,075.00 $6600 $34,650.00 • $65.00 $34,125.00 HOT MIX ASPHALT PAVEMENT 90 HMA Cl. 1/2" PG 64-28 2,305 TON 865.00• $149,825.00 $73.00 $168,265.00 $76.00 $175,18000 $82.50 $190,162.50 EROSION CONTROL AND PLANTING 91 Dewatering 1 L.S. $50;000.00 $50,000.00 $50500.00 $50,00000 $1,000.00 $1,000.00 $37,000.00 $37,000.00 (Continued on Page 16) CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue Fed. Aid No: STPX-NCPD-000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. IlCityenglENGimageslBidSummarieslLincoln Grade Separation SHEET 15 of 18 BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Graham Const Wildish Condon Johnson ITEM NO. Bid Security 5% Bond 5% Bond 5% Bond ITEM QTY UNIT UNIT PRICE .AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT TRAFFIC 92 Cement Conc. Traffic Curb and Gutter 490 L.F $25.00 $12,250.00 018.00 $8,820 00 $12.00 $5,880 00 $11.35 05,561.50 93 Extruded Curb 1,275 L.F $5.00 $6,37500 $10 00 $12,750.00 $5 00 $6,375.00 $4.30 $5,482.50 94 Cement Conc. Traffic Curb 95 L.F $10.00 $950.00 $15.00 $1,425.00 $25.00 $2,375 00 $24.30 $2,308.50 95 Permanent Impact Attenuator 1 EA. $20,000.00 $20,000,00 $25,000.00 $25,000.00 $13,000.00 $13,000 00 $21,000 00 $21,000 00 96 Painted Traffic Arrow 93 EA. $50 00 $4,650.00 $55.00 $5,115.00 $50.00 $4,650.00 $55.00 $5,115.00 97 Painted Bicycle Lane Symbol 13 EA. $50.00 $650.00 $75 00 $975 00 $40 00 $520.00 $75.00 $975.00 98 Painted Traffic Letter 88 EA. $50.00 $4,400 00 $35.00 $3,080.00 $50.00 $4,400 00 $35.00 $3,080 00 99 Paint Line 11,910 L.F $0.30 $3,573 00 00 35 04,168 50 $0,22 $2,620 20 $0.35 $4,168.50 100 Painted Wide Line 2,345 L.F $0 35 0821.00 $0.40 $938.00 $0.32 $750 40 $0 40 0938.00 101 Painted Crosswalk Line 2,360 S.F $3.50 $8,260.00 01 50 $3,540 00 $2.70 06,372.00 $1.50 $3,540.00 102 Painted Stop Line 540 L.F $0.35 $189 00 02 00 $1,080 00 $1.60 $864.00 $2.00 $1,080.00 103 Painted Railroad Crossing Symbol 7 EA. 0100 00 $700.00 $400.00 $2,800.00 $700 00 $4,900.00 0400 00 02,800.00 104 Permanent Signing 1 L.S. $1,000 00 $1,000.00 $25,000 00 $25,000.00 $16,000.00 $16,000.00 $26,810.00 $26,810.00 105 Illumination System Complete 1 L.S. $43,300.00 $43,300 00 $99,000 00 $99,000 00 $105,000.00 $105,000.00 $99,21900 $99,219.00 106 Traffic Signal System First Street and Lincoln Avenue, Complete 1 L.S. $34,500 00 $34,500.00 $61,000.00 $61,000.00 $65,000 00 $65,000.00 $60,818 00 $60,818 00 107 Traffic Signal System 1st Avenue and Lincoln Avenue, Complete 1 L.S. $12,500.00 $12,500.00 $25,000.00 $25,000.00 $27,000.00 $27,000.00 $25,162 00 025,162 00 108 Traffic Signal System 3rd Avenue and Lincoln Avenue, Complete 1 L.S. $4,300 00 $4,300.00 $5,000.00 $5,000.00 $6,000.00 $6,000.00 $4,959.00 $4,959.00 109 Traffic Signal System First Street and MLK JR Boulevard, Complete 1 L.S. $15,700 00 $15,700.00 $26,500 00 $26,500.00 $28,000.00 028,000.00 $26,431.00 $26,431.00 110 Traffic Signal System 1st Avenue and MLK JR Boulevard, Complete 1 L.S. $28,100 00 $28,100 00 $40,500 00 $40,500.00 $43,000.00 $43,000.00 $40,513.00 $40,513 00 111 Traffic Signal System 3rd Avenue and MLK JR Boulevard, Complete 1 L.S. $27,700 00 $27,700.00 $40,600.00 $40,600 00 $43,000.00 $43,000.00 $40,589.00 $40,589.00 112 Traffic Signal System 2nd Avenue and MLK JR Boulevard, Complete 1 L.S. $55,000.00 $55,000.00 $89,000.00 $89,000 00 $92,000 00 $92,000.00 $88,64900 $88,649 00 113 Project Temporary Traffic Control 1 L.S. $30,000.00 $30,000.00 $50,000.00 $50,000.00 $100,000.00 $100,000 00 $240,000 00 $240,000 00 (Continued on Page 17) CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 Lincoln Avenue Fed. Aid No.: STPX-NCPD-000S(062) PROJECT NO 1818 DATE. DECEMBER 16TH, 2009 FILE. 11CityenglENGimagesi8idSummarieslLincoin Grade Separation SHEET 16 of 18 - - - - - - - - - - - - - - - - - - - 1 i N r i 1=- i------ i== N BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE Graham Const Wildish Condon Johnson ITEM Bid Security 5% Bond 5% Bond 5 /o Bond NO. ITEM QTY UNIT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT OTHER ITEMS 114 Structure Surveying 1 L.S. 540,00000 $40,000.00 533,300.00 533,300.00 $35,000.00 $35,000.00 $33,000.00 $33,000.00 115 Roadway Surveying 1 L.S. 530,000.00 $30,000.00 $8,500.00 58,500.00 $10,000 00 $10,00000 $8,50000 $8,500.00 116 Licensed Surveying Est. F.A. $10,00000 $10,000.00 $10,000 00 $10,00000 $10,600.00 $10,000.00 $10,000.00 $10,000.00 117 Cement Conc. Sidewalk 300 S.Y $3000 $9,000.00 $42.00 512,600.00 $2600 57,80000 $24.30 $7,290.00 118 Cement Conc. Sidewalk Ramp Type 4a 1 EA. $1,200 00 $1,200.00 5700.00 $700.00 540000 540000 5365.00 5365.00 119 Cement Conc. Sidewalk Ramp Type 2 1 EA. $1,20000 51,200.00 $800.00 $800.00 5400.00 woo $365.00 5365.00 120 Cement Conc. Sidewalk Ramp Type 1 2 EA. $1200.00 $2,40000 $900.00 51,800.00 540000 580000 5365.00 573000 121 Concrete Driveway Approach 5 EA. 51,200.00 $6,000.00 $2,500 00 - 512,500.00 5800.00 $4,000 00 $775.00 $3,875.00 122 Chain Link Fence Type 3 790 L.F 518.00 $14,220.00 520.00 515,800 00 521.00 $16,590.00 $21 84 $17,253.60 123 End, Gate, Corner and Pull Post for Chain Link Fence 18 EA. $125.00 $2,250.00 $214.00 $3,852 00 $250.00 54,500.00 $11800 52,124.00 124 Double 20 Ft. Chain Link Gate 3 EA. $1,30000 53,900.00 5665.00 $1,99500 5700.00 $2,100.00 $1,150.00 53,450.00 125 Training 1,500 HR. $200 $3,00000 $2.00 53,000.00 $20.00 530,00000 5150 $2,250.00 126 Adjust Manhole 1 EA. $50000 5500.00 $425.00 $42500 560000 5600.00 $150,00 $150.00 127 Type C Progress Schedule 1 L.S. 530,000.00 530,00000 $30,000.00 $30,000.00 $30,00000 $30,000.00 $30,00000 $30,00000 • 128 Schedule Updates 12 EA. 51,000.00 512,000.00 51,000.00 $12,00000 570000 58,40000 51,000.00 512,000.00 129 Contractor Public Involvement/Information Support 1 L.S. $15,000 00 515,000.00 $5,000.00 55,000.00 $2,00000 $2,00000 $7,50000 57,50000 130 Miscellaneous Force Account Work Est. F.A. 5770,000.00 5770,000.00 $770,000 00 $770,000.00 5770,000.00 $770,000.00 9770,000 00 $770,000 00 Subtotal - Base Bid 511,909,650.00 511,152,561.15 $10,238,14910 $11,214,110.10 (Continued on Page 18) .., CITY OF YAKIMA 2 �: Yakima Railroad Grade Separations Phase - 1-11\...• —.:t 1 '$ Nigillir #_:/ i;. yr k �' i �~ N l, ,\'I'I.tl R�` �` 1, Lincoln Lincoln Avenue Fed. Aid No.: STPX•NCPD-000S(062) PROJECT NO 1818 DATE DECEMBER 16TH, 2009 FILE. I1CAYengIENGimagesg3idSummaries\Lincoln Grade Separation SHEET 17 of 18 NMI UN INN INN MINI SIN MI NE MN 1•111 NM UN NMI NM NMI NM NMI Nil MI I BID SUMMARY Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue CITY PROJECT NO. 1818 ENGINEERS ESTIMATE I Graham Const Wildish I Condon Johnson I ITEM Bid Security 5% Bond 5% Bond 5% Bond NO. ITEM QTY UNIT UNIT AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT (Alternative Al - Secant Pile Wall) 131 Soil Excavation for Lagging Shaft Incl. Haul 1,451 C.Y $300 00 $435,300 00 $105.00 6152,355.00 $350.00 $507,850.00 $186.00 $269,886.00 132 Soil Excavation for Reinforced Shaft Incl. Haul 1,838 C.Y $350,00 $643,300.00 $155.00 $284,89000 $350.00 $643,300,00 $212.00 $389,65600 133 Furnishing and Placing Temp. Casing for Lagging Shaft 3,117 L.F $25000 $779,25000 $1.00 $3,117.00 $100 $3,117.00 $7300 $227,54100 134 Furnishing and Placing Temp. Casing for Reinf. Shaft 3,948 L.F $275.00 $1,085,700.00 $1.00 $3,94800 $100 $3,948.00 $90 00 $355,320.00 135 Lean Concrete for Shaft ' 1,451 C.Y $10000 $145,100 00 $28000 $406,280.00 $325.00 $471,575.00 $140.00 $203,140 00 136 Conc. Class 4000P for Shaft 1,838 C.Y $150.00 9275,700.00' $303 00 $556,914.00 $335.00 $615,73000 $270.00 $496,260.00 137 St. Reinf. Bar for Shaft 447,592 LB $0.65 $290,935.00 $0.75 $335,694.00 $0.85 $380,453,20 $091 $407,30872 138 CSL Access Tube 15,739 L.F $600 $94,434 00 $6.30 $99,15570 $1100 $173,12900 69.30 $146,372.70 139 CSL Test 174 EA. ' $50000 $87,00000 $510.00 $88,74000 $60000 $104,400.00 $470.00 $81,780.00 140 Secant Pile Wall Test Section 1 L.S. $50,00000 $50,000.00 $60,00000 $60,00000 $60,000 00 $60,000.00 $173,000.00 $173,000.00 Subtotal - Alternative Al - Secant Pile Wall $3,886,719.00 $1,991,093.70 $2,963,502 20 $2,750,264 42 (Alternative A2 - Diaphragm Wall) 141 Diaphragm Wall 24,000 S.F $90.00 $2,160,00000 $0.00 $0.00 $0,00 $0.00 $000 $0.00 142 CSL Test 110 EA. $1,000.00 $110,000.00 $000 $0.00 $0.00 $0.00 $000 $0.00 143 Diaphragm Wall Test Section 1 L.S. $50,00000 $50,000.00 $0.00 $000 $000 $000 $0.00 $0.00 Subtotal - Alternative A2 - Diaphragm Wall $2,320,00000 Estimated Bid Price (Base Bid + Lower of Alternative Al or A2) 514,229,650.00 513,143,654.85 513,201,651.30 513,964,374.52 Yakima Railroad Grade Separations Phase 2 - ` -' 1 91 `� j 4 JDATE. Lincoln Avenue Fed. Aid No.: STPX•NCPD•000S(062) PROJECT NO 1818 DECEMBER 16TH, 2009 b.Cr�?o FILE. IICRyenglENGimagesV3idSummarieslLincoln Grade Separation Lam" SHEET 18 of 18 NMI UN INN INN MINI SIN MI NE MN 1•111 NM UN NMI NM NMI NM NMI Nil MI ADDENDUM NO. 1 To the Construction Contract Specifications and Bid Documents for CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-0005(062) To the attention of all bidders for the above project: The following additions, revisions, and/or modifications are made to the Construction Contract Specifications and Bid Documents for this project. Item No. 1— Invitation to Bid — Page 6 of Volume 1 In the first paragraph, the date and time that sealed bids will be received by the City Clerk is changed from 2:00 pm on Wednesday 9 December 2009 to 2:00 pm on Wednesday 16 December 2009. This ADDENDUM is to be considered as much a part of the construction contract specifications and bid documents as if it were included in the original construction contract specifications and bid documents. All bidders shall acknowledge receipt of this ADDENDUM on the proposal form prior to bid opening. Chris Walcott, PE BergerABAM 1301 Fifth Avenue, Suite 1200 Seattle, WA 98101-2677 206-357-5600 Addendum No. 1 Page 1 of 1 1 December 2009 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ADDENDUM NO. 2 To the Construction Contract Specifications and Bid Documents for CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-0005(062) To the attention of all bidders for the above project: The following additions, revisions, and/or modifications are made to the Construction Contract Specifications and Bid Documents for this project. Item No. 1— Item Proposal Bid Sheet — Pages 442 through 447 of Volume 1 Replace the Item Proposal Bid Sheet on pages 442 through 447 of volume 1 with the revised Item Proposal Bid Sheet attached to this addendum. One item description is changed, one new item "Drain Pipe 4 In. Diam." is added, and the quantity changes for seventeen other bid items. Item No. 2 — Contract — Page 430 of Volume 1 Replace the Contract on page 430 of volume 1 with the revised Contract attached to this addendum. An indemnity section has been added. Item No. 3 — Appendix 0 — Volume 2 The written questions from Contractors from 4 November 2009 through 3 December 2009, verbal questions from the pre-bid meeting, and the answers by the City to those questions are contained in Appendix 0 attached to this addendum. By inclusion in the appendices of these contract documents, these questions and answers are made a part of this contract. Item No. 4 — Section 1-07.5(1) — Page 161 of Volume 1 The following new section is added just prior to 1-07.5(4) on page 161 of volume 1: 1-07.5 Environmental Regulations 1-07.5(1) General This section is supplemented with the following: (4) The use of vibratory compaction equipment (included jack hammers) will not be allowed within 50 feet of the Hollingbery Building. (5) Piles will be drilled, as opposed to driven, to reduce vibration during construction. No pile driving will take place as part of this project. Item No. 5 — Section 1-07.18(5)C — Page 200 of Volume 1 The second to last word on the last line on page 200 is changed from Contractor to Contracting Agency. Addendum No. 2 Page 1 of 6 7 December 2009 c�a Item No. 6 — Section 2-02.3 — Page 222 of Volume 1 The quantity for removing sanitary sewer line is changed to 350 LF. The line "Removing Storm Drain Grate 5 EA" is changed to read "Removing Storm Drain Grate and Structure 7 EA". The quantity for removing landscape and border is changed to 1744 SF. Item No. 7 — Section 6-02.4 — Pages 235 and 236 of Volume 1 The line "Bottom Pan for Casting Girder 1 LS" under the BNSF Bridge is changed to "Bottom Pan for Casting Non-standard Width Girder 1 LS". The line "Deck Plate 1225 LB" under the BNSF Bridge is changed to read "Deck Plates, Walkway Joint Plates, Curb Flashing, and Armor Plates 3511 LB". The line "Utilities on Bridge 1 LS" under the Front Street Bridge is changed to read "Deck Inserts, Hangers, Pipe Rolls, and Brace Angles for Utilities on Bridge 1 LS". The line "Utilities on Bridge 1 LS" under the Access Road Bridge is deleted. Item No. 8 — Section 6-20.3(7) — Page 264 of Volume 1 The second paragraph on page 264 of volume 1 "The withdrawal...may be required" is deleted and replaced with: The waterstops shall be connected to a flat steel panel element at each end of the primary panels. One half of each waterstop shall be embedded in the primary panel concrete. Following excavation of the secondary panel, the steel panel element shall be removed, exposing the second half of the waterstop to be embedded in the concrete of the secondary panel. Item No. 9 — Section 7-20.3(2) — Page 298 of Volume 1 Add the following above the first paragraph on page 298 of volume 1: The wet well shall include a barrier to water infiltration. If the Contractor fills the annular space outside the wet well with lean concrete as proposed in section 6-21, that will serve as the waterproof barrier and the encapsulation system described below will not be needed. If there is not a lean concrete enclosure of the wet well, then an encapsulation system will be required. The Contractor can follow the encapsulation specification below or may propose an interior encapsulation/waterproofing system for the wet well. Any added cost for extra excavation to apply an exterior encapsulation system will be included in the wet well shoring lump sum cost in section 6-21. Item No. 10 — Section 7-20.3(2) — Page 299 of Volume 1 Add the following at the beginning of the fourth paragraph on page 299 of volume 1: A leak test is required for the wet well, but not for the valve vault or electrical transformer vaults. Item No. 11— Section 7-20.3(7) — Page 318 of Volume 1 The second sentence of the third paragraph on page 318 of volume 1 concerning hauling distance is deleted. Item No. 12 — Section 7-20.5 — Page 331 of Volume 1 The text "paving around the pump station" is removed from the sixth line of the second paragraph on page 331 of volume 1. Addendum No. 2 Page 2 of 6 7 December 2009 Item No. 13 — Section 8-31.2(1)B — Pages 356 through 358 of Volume 1 The entire section is deleted and replaced with: 8-31.2(1)B Automatic and Manual Transfer Switches The automatic transfer switch (ATS) and Manual Transfer Switch (MTS) shall transfer power from the normal service to standby service in the event of power failure. The switches shall be Service Entrance (i.e., SUSE) rated. The ATS shall transfer the system back to normal power after normal power has been restored. The MTS panel shall include a Manual Transfer Switch, receptacle to accept power from a portable generator, and two circuit breakers to provide power to the pump panels. The equipment shall be UL labeled, shall meet the requirements of UL Standard 1008 and shall be suitable for total system transfer including motor and lighting loads. The enclosures shall be NEMA 3R construction with hinged doors on the front. The transfer switches shall be as manufactured by ASCO, Zenith, or equal. The transfer switches shall have the following features: Continuous rating of 480 volts, 3-phase, with 3 -poles and full neutral bus. Current rating shall be as shown on the Drawings. Adequate line and load lugs for terminating the power conductors shown on the Drawings. A terminal strip with terminals for terminating all external control circuits. Number all terminals using the wire number for the wire terminated. Cable wiring with cable ties, secured in place and guarded where subject to mechanical injury. An engraved plastic nameplate for every Tamp, switch, and other control device or indicator. Identify all switch and control positions. Nameplate wording shall be subject to review by the Engineer. The Automatic Transfer Switch shall include the following controls and accessories: Three adjustable close differential relays, connected phase -to -phase, all set to drop out at 80% and to pick up at 90% of nominal voltage. A test control switch which shall cause the automatic transfer switch to transfer, retransfer, and the like, simulating a power outage. Mount this switch on the door of the transfer switch compartment. An override control switch to prevent the automatic transfer switch from transferring from the "normal" to the "standby" position. This control switch shall be mounted on the door of the transfer switch compartment. Light to indicate the switch is supplying "normal" or "standby" power. Provide neon type lamps with series resistors as required, in oil -tight units with clear lenses. Label each Tight with plastic nameplates engraved "NORMAL" and "STANDBY", respectively. Mount lights on the door of the transfer switch compartment. Addendum No. 2 Page 3 of 6 7 December 2009 A timer which, following loss or deterioration of "normal" power, will delay transfer to standby power for up to 2 minutes, to eliminate starts during brief or momentary outages of "normal" power. Set delay at 5 seconds. A relay to prevent the transfer to standby until the standby power voltage and frequency are 90% of rated values. A timer to provide an adjustable delay from 2 up to 25 minutes (minimum range) before retransfer to "normal" power. If "standby" power fails before preset delay period elapses, and if "normal" power is within set limits of voltage, override the delay and retransfer immediately. Provide a microprocessor controller with programmable logic to allow automatic simulation of power failure, transfer switch operation and retransfer. Controls shall allow entry of scheduled exercising of system in a 7 -day period. Provide two sets of dry contacts to indicate position of ATS in "Normal" and "Standby". A timer to provide an adjustable delay of 1 to 5 seconds in the closing of the open contacts after the closed contacts have opened. Provide this delay for both transfer and retransfer switch operations. Manual transfer switch panel shall include bypass switch connected to a receptacle to accept power from a portable generator. The type and size of the receptacle shall be coordinated with the Owner. The receptacle shall have an enclosure that is weather-proof when the attachment plug is removed. For the following plan sheet revisions, see the revised plan sheets included with this addendum. Item No. 14 — Plan Sheet SQ -01 One item description is changed, one bid item is added, and the quantity changes for seventeen other bid items. Item No. 15 — Plan Sheet CS -02 The duplication of note E is corrected. Item No. 16 — Plan Sheet C-08 Note 12 is revised. Item No. 17 — Plan Sheet C-09 Location and details of the temporary service to the BNSF office are revised. Note 18 is revised. An additional catch basin and underground power is removed. Details of the phone line over Lincoln Avenue are revised. Item No. 18 — Plan Sheet C-10 Abandoned irrigation line is shown and noted to be removed. The quantity for this removal is already in the special provisions. Item No. 19 — Plan Sheet C-13 Addendum No. 2 Page 4 of 6 7 December 2009 Moved side sewer slightly south to give more clearance to the moment slab. Item No. 20 — Plan Sheet C-15 Added line for future waterline. Dimensioned locations of fence gates. Added new fence gate and 3" extruded curb. Item No. 21— Plan Sheet C-17 Revised inverts of storm drain line at Front Street bridge abutments. Item No. 22 — Plan Sheet C-21 Added notch in curb to accommodate existing catch basin location. Item No. 23 — Plan Sheet C-24 Changed two pipes to ductile iron. Revised note 6. Moved sanitary side sewer location. Item No. 24 — Plan Sheet C-25 Revised catch basin location. Item No. 25 — Plan Sheet C-26 Added existing sanitary sewer location. Revised line work for trench drain. Revised note 5. Revised catch basin locations and pipe length. Item No. 26 — Plan Sheet C-27 Revised the fence type. Standard plans for this Type 1 fence are included in Appendix N attached to this addendum. Item No. 27 — Plan Sheet C-28 Revised multiple storm drain station, elevation, length, and grade callouts. Item No. 28 — Plan Sheet C-29 Revised callout of the pipes through and down the face of the walls. Revised the callout for the fabric wrapping around the underdrains. Item No. 29 — Plan Sheet E-02 Added a manual transfer switch and enclosure. Item No. 30 — Plan Sheets E-03 and E-04 Added a manual transfer switch and enclosure. Added conduit seals. Item No. 31— Plan Sheets E-05 and E-06 Added conduit seals. Item No. 32 — Plan Sheet T-26 Revised luminaire callout. Item No. 33 — Plan Sheet T-34 and T-39 Added Front Street signing and striping. Addendum No. 2 Page 5 of 6 7 December 2009 Item No. 34 — Plan Sheet 5-01 Added requirement for 4000D concrete. Item No. 35 — Pian Sheets S-32, S-35, and S-41 Added requirement underdrain fabric wrap. Item No. 36 — Plan Sheet 5-46 Revised station callout. Item No. 37 — Plan Sheet S-47 Revised top of barrier width. Item No. 38 — Plan Sheets S-54 and S-55 Revised bar size callout. Item No. 39 — Plan Sheet S-78 Revised the number of bars called out. This ADDENDUM is to be considered as much a part of the construction contract specifications and bid documents as if it were included in the original construction contract specifications and bid documents. All bidders shall acknowledge receipt of this ADDENDUM on the proposal form prior to bid opening. Chris Walcott, PE BergerABAM 1301 Fifth Avenue, Suite 1200 Seattle, WA 98101-2677 206-357-5600 Addendum No. 2 Page 6 of 6 7 December 2009 Revised Item Proposal Bid Sheet Addendum No. 2 1 1 1 1 1 'BASE BID: 1 ITEM PROPOSAL BID SHEET City of Yakima Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No.: STPX-NCPD-000S(062) ITEM NO. PROPOSAL ITEM PAYMENT SECTION QTY UNIT UNIT PRICE DOLLARS AMOUNT DOLLARS 1 MOBILIZATION 1-09 7 1 L.S. 2 FIELD OFFICE BUILDING 8-32.5 Special Provision 1 L.S. 3 SPCC PLAN 1-07 15 1 L.S. 4 REMOVAL OF STRUCTURE AND OBSTRUCTION 2-02.5 1 L.S. 5 REMOVING PAINT LINE 8-22.5 12,440 L.F. 6 REMOVING PAINTED TRAFFIC MARKING 8-22.5 110 EA. REMOVING PAINTED CROSSWALK LINE7 8-22.5 1,310 S.F. 8 ROADWAY EXCAVATION INCL. HAUL 2-03.5 23,800 C.Y 9 CHANNEL EXCAVATION INCL. HAUL 2-03.5 Amendment 2,300 C Y 10 CONTROLLED DENSITY FILL 2-09 5 170 C Y 11 QUARRY SPALLS 8-15.5 16 C.Y 12 CORRUGATED POLYETHYLENE UNDERDRAIN PIPE 4 IN. DIAM. 7-01.5 4,850 L.F 12A CORRUGATED POLYETHYLENE DRAIN PIPE 4 IN. DIAM. 7-01.5 80 L.F. 13 CATCH BASIN TYPE 1 7-05 5 36 EA. 14 CATCH BASIN TYPE 2, 48 N. DIAM. 7-05.5 1 EA. 15 CORRUGATED POLYETHYLENE STORM SEWER PIPE 8 IN DIAM. 7-04.5 130 L.F 16 CORRUGATED POLYETHYLENE STORM SEWER PIPE 12 N. DIAM. 7-04 5 1,089 L.F. 17 DUCTILE IRON STORM SEWER PIPE 8 IN. DIAM. 7-04.5 Special Provision 506 L.F. 18 DUCTILE IRON STORM SEWER PIPE 12 IN. DIAM. 7-04.5 Special Provision 620 L.F. 1 442 Addendum No. 2 19 TRENCH DRAIN 7-23.5 Special Provision 25 L.F. 20 21 22 TESTING STORM SEWER PIPE 7-04.5 4,210 L.F STRUCTURE EXCAVATION CLASS B INCL. HAUL 2-09.5 520 CY STRUCTURE EXCAVATION CLASS B INCL. HAUL — BOTTOM SEAL 7-01.5 Special Provision 402 C Y. 23 SHORING OR EXTRA EXCAVATION CLASS B 2-09 5 1120 S.F. I24 2-12.5 CONSTRUCTION GEOTEXTILE FOR UNDERGROUND DRAINAGE 570 S.Y 25 CONNECTION TO DRAINAGE STRUCTURE 7-05.5 7 EA. 2626PRECAST WET WELL 7-20.5 Special Provision 1 L.S. 27 VALVE VAULT 7-20.5 Special Provision 1 L.S. 28 PRECAST OILNVATER SEPARATOR 7-20.5 Special Provision 1 L.S 29 PUMPS AND MOTORS 7-20.5 Special Provision 1 L.S 30 PIPING, VALVES, AND ACCESSORIES 7-20.5 Special Provision 1 L.S. 31 PUMP STATION ELECTRICAL 8-31.5 Special Provision 1 L.S. 32 TELEMETRY 8-31.5 Special Provision 1 L.S. 33 PVC SANITARY SEWER PIPE 6 IN DIAM. 7-17.5 274 L.F 34 SEWER CLEAN OUT 7-19.5 4 EA. 35 MANHOLE 48" DIAM. TYPE 1 7-05.5 1 EA. 36 TESTING SEWER PIPE 7-17.5 274 L.F 37 COMB AIR RELEASE/AIR VACUUM VALVE ASSEMBLY 2 IN. 7-12.5 2 EA. 38 DUCTILE IRON PIPE FOR WATER MAIN 12 IN DIAM. 7-09.5 275 L.F. 39 PIPE INSULATION 7-09.5 Special Provision 40 LF 40 CONNECTION TO EXISTING WATER MAIN 2 IN. TEMP BLOWOFF 7-09.5 Special Provision 4 EA. 41 STEEL CASING 22 IN. DIAM. 7-21.5 Special Provision 162 L.F 42 HEAT TRACING SYSTEM 7-22.5 Special Provision 1 L.S. 43 GALVANIC ANODE 7-16.5 Special Provision 2 EA. 44 CONC CLASS 4000 FOR RETAINING WALL 6-11.5 180 CY 45 ST REINF BAR FOR RETAINING WALL 6-11 5 18,830 LB 46 CONC. CLASS 4000 FOR BARRIER 6-10.5 158 CY 47 ST REINF BAR FOR BARRIER 6-10.5 42,670 LB 48 BRIDGE RAILING TYPE BP FOR WALL BARRIER 6-06.5 1,410 L.F. 1 443 Addendum No. 2 1 1 444 Addendum No. 2 49 CONC CLASS 4000 FOR FREE-STANDING BARRIER 6-10.5 19 C.Y 50 ST. REINF BAR FOR FREE-STANDING BARRIER 6-10.5 5,160 LB 51 CONC. CLASS 4000 FOR IMPACT ATTENTUATOR FOOTING 6-02.5 3 C.Y 52 ST. REINF. BAR FOR IMPACT ATTENTUATOR FOOTING 6-02.5 241 LB 53 STRUCTURE EXCAVATION CLASS A INCL. HAUL 2-09.5 5,575 C.Y 54 SHORING OR EXTRA EXCAVATION CLASS A 2-09.5 1 L.S 55 GRAVEL BACKFILL FOR WALL 2-09.5 565 C.Y 56 CONC. CLASS 4000 FOR WALL CAP 6-02.5 1,914 C Y. 57 ST REINF BAR FOR WALL CAP 6-02.5 326,700 LB 58 SHAFT — 39" DIAMETER 6-16.5 442 L.F 59 SHAFT — 24" DIAMETER 6-16.5 50 L.F. 60 FURNISHING SOLDIER PILE —W24X103 6-16.5 568 L.F 61 FURNISHING SOLDIER PILE — W21X55 FOR UNDERPASS WALL 6-16.5 75 L.F 62 FURNISHING SOLDIER PILE — W14X43 6-16.5 58 L.F. 63 LAGGING FOR UNDERPASS WALL 6-16.5 Amendment and Special Provision 2,143 S F. 64 CONCRETE FASCIA PANEL 6-16.5 2,143 S.F 65 SHAFT — 36" DIAMETER 6-16.5 285 L.F. 66 FURNISHING SOLDIER PILE —W21X93 6-16.5 105 L.F. 67 FURNISHING SOLDIER PILE — W21X55 FOR BNSF SHORING 6-16.5 152 L.F. 68 LAGGING FOR BNSF SHORING 6-16.5 Amendment and Special Provision 452 S.F 69 SHOTCRETE FACING 6-18.5 10,700 S.F 70 PREFABRICATED DRAINAGE MAT 6-16.5 1,190 S Y 71 BOTTOM SEAL 6-24.5 Special Provision 1 L.S. 72 BOTTOM SEAL TEST PROGRAM 6-24 5 Special Provision 1 L.S. 73 PRESTRESSED CONC GIRDER FOR STRUT 6-02.5 Special Provision 288 L.F. 74 WET WELL SHORING 6-21.5 Special Provision 1 L.S. 75 FIBER OPTIC RELOCATION 6-23.5 Special Provision 1 L.S. 76 SUPERSTRUCTURE — FRONT ST BRIDGE 6-02.5 1 L.S 77 BRIDGE APPROACH SLAB 6-02.5 227 S Y 78 SUPERSTRUCTURE — BNSF BRIDGE 6-02.5 1 L.S. 1 444 Addendum No. 2 1 I 79 SUPERSTRUCTURE—ACCESS RD BRIDGE 6-02.5 1 L.S. 80 CONC. CLASS 4000 FOR POND STRUCTURE 194 C Y I6-02.5 81 ST REINF BAR FOR POND STRUCTURE 6-02.5 46,640 LB I82 BRIDGE RAILING TYPE — PEDESTRIAN RAIL 6-06.5 220 L.F. 83 CONC CLASS 4000 FOR LOADING DOCK STRUCTURE 6-02.5 g C Y 84 6-02.5 ST. REINF BAR FOR LOADING DOCK STRUCTURE 1,415 LB 85 CRUSHED SURFACING BASE COURSE 4-04.5 1450 TON I 86 WASHED CRUSHED SURFACING BASE COURSE 4-04.5 Special Provision 670 TON 87 CONSTRUCTION GEOTEXTILE FOR SEPARATION 2-12.5 3,108 S.Y. 88 CRUSHED SURFACING TOP COURSE 4-04 5 155 TON 89 ASPHALT TREATED BASE 4-06.5 525 TON 90 HMA CL. 1/2" PG 64-28 5-04.5 2,305 TON 91 DEWATERING 6-26.5 Special Provision 1 L.S. 92 CEMENT CONC. TRAFFIC CURB AND GUTTER 8-04 5 490 L.F. 93 EXTRUDED CURB 8-04.5 1,275 L.F 94 CEMENT CONC. TRAFFIC CURB 8-04.5 95 L.F 95 PERMANENT IMPACT ATTENUATOR 8-17 5 1 EA. 96 PAINTED TRAFFIC ARROW 8-22.5 93 EA. 97 PAINTED BICYCLE LANE SYMBOL 8-22.5 13 EA. 98 PAINTED TRAFFIC LETTER 8-22.5 88 EA. 99 PAINT LINE 8-22.5 11,910 L.F 100 PAINTED WIDE LINE 8-22.5 2,345 L.F 101 PAINTED CROSSWALK LINE 8-22.5 2,360 S.F 102 PAINTED STOP LINE 8-22.5 540 L.F 103 PAINTED RAILROAD CROSSING SYMBOL 8-22.5 7 EA. 104 PERMANENT SIGNING 8-21.5 1 L.S. 105 ILLUMINATION SYSTEM COMPLETE 8-20.5 Special Provision 1 L.S 106 TRAFFIC SIGNAL SYSTEM FIRST STREET AND LINCOLN AVENUE, COMPLETE 8-20.5 Special Provision 1 L.S I 107 TRAFFIC SIGNAL SYSTEM 1ST AVENUE AND LINCOLN AVENUE, COMPLETE 8-20.5 Special Provision 1 L.S. 1 445 Addendum No. 2 1 108 TRAFFIC SIGNAL SYSTEM 3RD AVENUE AND LINCOLN AVENUE, COMPLETE 8-20.5 Special Provision 1 L.S. 109 TRAFFIC SIGNAL SYSTEM 1ST STREET AND MLK JR BOULEVARD, COMPLETE 8-20.5 Special Provision 1 L.S 110 TRAFFIC SIGNAL SYSTEM 1ST AVENUE AND MLK JR BOULEVARD, COMPLETE 8-20.5 Special Provision 1 L.S 111 TRAFFIC SIGNAL SYSTEM 3RD AVENUE AND MLK JR BOULEVARD, COMPLETE 8-20 5 Special Provision 1 L.S 112 TRAFFIC SIGNAL SYSTEM 2ND AVENUE AND MLK JR BOULEVARD, COMPLETE 8-20 5 Special Provision 1 L.S. 113 PROJECT TEMPORARY TRAFFIC CONTROL 1-10.5(1) 1 L.S. 114 STRUCTURE SURVEYING 1-05.4 Special Provision 1 L.S 115 ROADWAY SURVEYING 1-05.4 Special Provision 1 L.S. 116 LICENSED SURVEYING 1-05 4 Special Provision Est. F.A. $10,000 00 $10,000 00 117 CEMENT CONC. SIDEWALK 8-14.5 300 S.Y 118 CEMENT CONC. SIDEWALK RAMP TYPE 4A 8-14.5 1 EA. 119 CEMENT CONC SIDEWALK RAMP TYPE 2 8-14.5 1 EA. 120 CEMENT CONC. SIDEWALK RAMP TYPE 1 8-14.5 2 EA. 121 CONCRETE DRIVEWAY APPROACH 8-06.5 5 EA. 122 CHAIN LINK FENCE TYPE 1 8-12.5 790 L.F. 123 END, GATE, CORNER AND PULL POST FOR CHAIN LINK FENCE 8-12.5 18 EA. 124 DOUBLE 20 FT. CHAIN LINK GATE 8-12.5 3 EA. 125 TRAINING 1-07 11 Special Provision 1,500 HR. 126 ADJUST MANHOLE 7-05.5 1 EA. 127 TYPE C PROGRESS SCHEDULE 1-08.3 Special Provision 1 L.S. 128 SCHEDULE UPDATES 1-08.3 Special Provision 12 EA. 129 CONTRACTOR PUBLIC INVOLVEMENT/INFORMATION SUPPORT 8-33 5 Special Provision 1 L.S 130 MISCELLANEOUS FORCE ACCOUNT WORK 1-09 6 and Various Special Provisions Est. F.A. $770 000 $770 000 1 1 1 1 TOTAL BASE BID: 446 Addendum No 2 1 1 ALTERNATIVE Al -SECANT PILE WALL: 1 TOTAL ALTERNATIVE Al: (ALTERNATIVE A2 -DIAPHRAGM WALL: 141 131 SOIL EXCAVATION FOR LAGGING SHAFT INCL. HAUL 6-19.5 Special Provision 1,451 C Y 142 132 SOIL EXCAVATION FOR REINFORCED SHAFT INCL. HAUL 6-19.5 Special Provision 1,838 C Y. 143 133 FURNISHING AND PLACING TEMP CASING FOR LAGGING SHAFT 6-19 5 Special Provision 3,117 L.F 134 FURNISHING AND PLACING TEMP CASING FOR REINF SHAFT 6-19.5 Special Provision 3,948 L.F 135 LEAN CONCRETE FOR SHAFT 6-19.5 Special Provision 1,451 C Y. 136 CONC. CLASS 4000P FOR SHAFT 6-19.5 Special Provision 1,838 C.Y. 137 ST REINF BAR FOR SHAFT 6-19.5 Special Provision 447,592 LB 138 CSL ACCESS TUBE 6-19.5 Special Provision 15,739 L.F 139 CSL TEST 6-19.5 Special provision 174 EA. 140 SECANT PILE WALL TEST SECTION 6-19.5 Special Provision 1 L.S. 1 TOTAL ALTERNATIVE Al: (ALTERNATIVE A2 -DIAPHRAGM WALL: 141 DIAPHRAGM WALL 6-20.5 Special Provision 24,000 S.F. 142 CSL TEST 6-20.5 Special Provision 110 EA. 143 DIAPHRAGM WALL TEST SECTION 6-20.5 Special Provision 1 L.S. 1 1 1 1 1 1 1 TOTAL ALTERNATIVE A2: NOTE: Complete Alternative Al or Alternative A2, not both. TOTAL BASE BID + (ALTERNATIVE Al OR ALTERNATIVE A2): 447 Addendum No. 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Revised Contract Addendum No. 2 CONTRACT THIS AGREEMENT, made and entered into in triplicate, this day of , 20 , by and between the City of Yakima, hereinafter called the Owner, and a Washington Corporation, hereinafter called the Contractor. WITNESSETH: That in consideration of the terms and conditions contained herein and attached and made a part of this agreement, the parties hereto covenant and agree as follows: I. The Contractor shall do all work and furnish all tools, materials, labor and equipment for THE BID AMOUNT OF. $ , for Yakima Railroad Grade Separations — Phase 2, Project No. 1818, all in accordance with, and as described in the attached plans and specifications and the 2008 Standard Specifications for Road, Bridge, and Municipal Construction which are by this reference incorporated herein and made a part hereof, and shall perform any alterations in or additions to the work provided under this contract and every part thereof. Work shall start within twenty (20) days after the Notice to Proceed and shall be completed in Two Hundred Sixty (260) working days. The first chargeable working day shall be the 11th working day after the date on which the City issues the Notice to Proceed. If said work is not completed within the time specified, the Contractor agrees to pay to the Owner the sum specified in the Standard Specifications for each and every day saicl work remains uncompleted after expiration of the specified time, as liquidated damages. The Contractors shall provide and bear the expense of all equipment, work and labor of any sort whatsoever that may be required for the transfer of materials and for constructing and completing the work provided for in this contract and every part thereof, except such as are mentioned in the specifications to be furnished by the City of Yakima. II. The City of Yakima hereby promises and agrees with the Contractor to employ, and does employ the Contractor to provide the materials and to do and cause to be done the above described work and to complete and finish the same according to the attached plans and specifications and the terms and conditions herein contained and hereby contracts to pay for the same according to the attached specifications and the schedule of unit or itemized prices hereto attached, at the time and in the manner and upon the conditions provided for in this contract. III. INDEMNIFICATION. The Contractor shall defend, indemnify, and hold harmless the City, its officers, elected officials, employees and agents from and against any and all claims, causes of action, damages, losses, and expenses of any kind or nature whatsoever, including but not Irnited to, attorney's fees and court costs, arising out of, relating to, or resulting from the Contractor's performance or non-performance of the services, duties and obligations required of it under this Agreement. IV. The Contractor for himself, and for his heirs, executors, administrators, successors, and assigns, does hereby agree to the full performance of all the covenants herein contained upon the part of the Contractor V. It is further provided that no liability shall attach to the City of Yakima by reason of entering into this contract, except as expressly provided herein. IN WITNESS WHEREOF the parties hereto have caused this agreement to be executed the day and year first herein above written. Countersigned: CITY OF YAKIMA CONTRACTOR this day of 2009 , a Corporation Contractor City Manager Attest: City Clerk By. (Print Name) Its (President, Owner, etc.) Address: 430 Addendum No. 2 APPENDIX N Type 1 Fence Standard Plans Addendum No. 2 111E1 111111 11E1 EN MIMI 11111 111111 11111 EN 111E1 MIN NEI M1111 11111 MIN MIN MIN NM Top Hinge 1180Swing) • t 14' or 20' Bottom Hinge (180' Swing) 18" 1.01,10' 4 "7 1,4 = 12" Round Section ___3' - Types 1 & 3 2' - Types 4 & 6 .(----12" Round Section 12" Round Section Top Hinge 190' Swing) Bottom Hinge (90° Swing) 12" Round Section `,11 - Types 1 & 3 - Types 4 & 6 NOTES: 1. Fence fabric shall be secured to gate fromes with knuckled selvage along top edge for Types 4 & 6 chain link fence installations. 2. Minimum post length; Types 1 & 3 8'- 8" Types 4 & 6 5'- 6" CHAIN LINK GATES L-3 07-18-97 IIIIIII IIIIII IMO MIMI MINI MIN MIN I= MB IIIIIII NMI =I MIN 111111 '31/2"' Fabric loops Fabric loops END. CORNER AND PULL POST RAIL AND BRACE ROLL FORMED SECTIONS OA" Fence Line LINE POST /4.. Radius 1 TYP) NOTES: All concrete post bases shall be 10" minimum diameter. All posts shall be spaced at 10" maximum intervals unless otherwise directed by the Engineer. Top or bottom tension wires shall be placed within the limits of the first full fabric weave. Details are illustrative and sholl not limit hardware design or post selection of ony particular fence type. TYPE MEMBER BRACE RAIL & TOP RAIL LINE & BRACE POST END, CORNER, & PULL POST GATE POST ALL POSTS ROUND H -COLUMN ROLL FORMED ROUND H -COLUMN ROLL FORMED ROUND ROLL FORMED ROUND 1 D. Pipe (Inches) Weight Per Foot (Pounds) Size (Inches) Weight Per Foot (Pounds) Size (Inches) Weight Per Foot (Pounds) I.D. Pipe (Inches) Weight Per Foot (Pounds) Size (Inches) Weight Per Foot (Pounds) Size (Inches) Weight Per Foot (Pounds) I.D. pipe (Inches) Weight Per Foot (Pounds/ Size (Inches/ Weight Per Foot (Pounds) I.D. Pipe (Inches) Weight Per Foot (Pounds) LENGTH 1 11/4 2.27 1'/4 x 1% 1.35 i% x I'/4 1.35 2 3.65 21/4 4.0 i% x 1% 2.34 21/2 5.79 3V2 x 31/2 5.14 3'/ 9.1 8' 8" 3 11/4 2.27 11/4 x 15 1.35 I5/e x 11/4 1.35 11/2 2.72 ii/a 2.72 l% x I% 1.85 2 3.65 31/2 x 31/2 5.14 3''/ 9.1 13.-8- '4 11/4 2.27 1'/4 x 15 1.35 1% x 11/4 1.35 11/4 2.72 1)'/ 2.72 1s x 1% 1.85 2 3.65 31'/ x 31/2 5.14 31/ 9.1 5.-6” 6 11/4 2.27 11/4 x 1% 1.35 1% x 11/4 1.35 2 3.65 21/4 4.0 IS/4 x 1% 2.34 21/4 5.79 3''/ x 31/4 5.14 31/4 9.1 '5"-6" CHAIN LINK FENCE L-2 07-18-97' 5heet'2"bf 2 Sheets i MI- NM E MN- NM I- I 1 i --- OM End, gate or corner post .Brace, posts; Line post A Twisted and barbed selvage Brace post End, gate or corner post Brace post End, gate or corner post —Twisted and barbed selvage Brace post CHAIN LINK FENCE TYPE 1 Line post A / eA YLA -Brace post Brace post End, gate or corner post Brace post— Pull post ,-Knuckled selvage l Chain link fabric race roil- Fabric band Tension wire s -Stretcher bar -- Broce rail Sleeves .. Chain Ilnk fabric Top rail II,. Stretcher bar ' Tension wire r e .Brace rail Stretcher bar Twisted and barbed ¢s{ selvage CHAIN LINK FENCE TYPE 1 Line post A / eA YLA -Brace post Brace post End, gate or corner post Brace post— Pull post ,-Knuckled selvage l Chain link fabric race roil- Fabric band Tension wire s -Stretcher bar -- Broce rail CHAIN LINK FENCE TYPE 4 Line post Brace post Sleeve Pull post Knuckled selvage CHAIN LINK FENCE TYPE 6 -Brace post Twisted and barbed selvage Brace post CHAIN LINK FENCE TYPE 3 CHAIN LINK FENCE L-2 07-18-97. Sheet 4.of 2; Sheets,: ru l l - pc. T >; 'Jul': Chain link fabric Brace ;I[I� rail Fabric bond 'III ' Tension wire r e .Brace rail Stretcher bar Twisted and barbed ¢s{ selvage CHAIN LINK FENCE TYPE 3 CHAIN LINK FENCE L-2 07-18-97. Sheet 4.of 2; Sheets,: APPENDIX 0 Contractor's Questions and the City's Answers Addendum No. 2 City of Yakima Railroad Grade Separations Phase 2 _ Lincoln Avenue Contractor Questions and the City's Answers: 1. Question (Q) - Page C-13, Are there side services at each of the Clean outs? Answer (A) - No Q - Are we to hook up to these? A - No 2. Q - Page C-13 and 14, There are two air/vac valves called out. Can you tell me the station of the 3rd valve? A - There are only 2 as shown on SQ -01. The proposal is corrected in this addendum to show 2. 3. Q - Are you going to set up an item for "Trench Backfill" as directed by the engineer? Trench detail, M-05 indicates that this may be necessary if unsuitable material is encountered. A - If unsuitable bedding material needs to be replaced, it will be done by force account. 4. Q - Page S-35, Section 3. Can you define the gravel envelope anticipated for the under drain. A — Back fill the excavation for the underdrain with gravel backfill for wall. 5. Q - Item 9, what is the Channel Excavation for? A - The earthen portion of the pond. The concrete portion of the pond is structure excavation class A. 6. Q — Item 12, 4 -inch under drain piping, ( for walls and under drain system) Is the washed CSBC incidental to the item, or does this run in conjunction with item 55 "Gravel backfill for walls" or is it some of both? A - The 4" underdrain does not include the gravel. Washed CSBC and Gravel Backfill for Walls are paid for separately. 7. Q — Item 15, 8 -inch Storm Drain Piping, Plan quantity is 20 If, my take off reflects 228 If. Could you please review? A -- This addendum shows revised quantities. 8. Q — Item 25, Geotextile for under drain system. Is this pay item for the perforated envelope along with the fabric under the roadway separating the seal off from the CSBC? A - Item 25 is only for the perforated envelope. Item 87 is for the separation. 9. Q - Any Compaction testing on backfill of car wash building? A - Yes, this area shall be considered within the roadbed (access road to Goodyear) and shall be backfilled and compacted per 2-02.3(1)3. Page 1 of 12 Addendum No. 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 10. Q - Note 16, sheet C-09 calls out to remove abandoned foundation - is this one of the two sign foundations to remove? A - Yes 11. Q - Sheet C-14 shows one of the gas pumps in the new asphalt and one in the sidewalk - what is to happen with those? A - The pumps are to be modified under force account. Q - Also, the gas tanks will be located under the new roadway and sidewalk. Is this all to be paid under the "Miscellaneous Force Account Work" item? A - Yes Q - What are the demolition limits/concrete removal limits at the car wash? A - Whatever is required to remove the items listed in section 2-02.3 in the special provisions and on sheet C-09. Further demolition of pavement for modifying the gas tanks, pumps, canopy, storm drain, utilities, etc. on the ARCO site will be by force account. 12. Q - Sheet C-14 shows the oil/water separator in the new asphalt. How do we modify? A - That depends on the ARCO site modifications design done under force account. Q - How are we paid for this? A - By force account. 13. Q - We are under the assumption that all gas tank, pump, and canopy modifications are to be done under "Miscellaneous Force Account Work" item. A - Correct 14. Q - What are the size and depths of the monitoring wells to be decommissioned? are they registered? Tag numbers? A - Both wells are 2" diameter and 27 feet deep. They are registered and the tag numbers are AGG 988 and AGG 989. 15. Q - Special Provisions page 222 lists 900 LF of sewer to remove, where is this located? A - This quantity should have only been 350 LF for the sewer to be removed on Lincoln just east of lst Ave. This addendum corrects this. The remaining 550 LF was double counted from the sewer to be removed as needed in Front St. Q - It lists 550 LF to remove abandoned sewer as needed, where is this located? A - On Front St. Q - What are the depths and size of sewer? A - Size and depth are shown in Appendix A of volume 2. 16. Q - The remove storm drain grate quantity is 5 EA. Does this include the structures? A - Yes, it does. This addendum adds structures to the item description. Q - It seems as though there are 7 to demo? A - This addendum corrects the quantity. 17. Q - The plans only show approx. 160 LF of the abandoned 12" irrigation pipe to be removed on sheets C-08 & C-09, the Special Provisions state there is 475 Page 2 of 12 Addendum No. 2 LF. Where is this located? A - The line continues south to MLK on sheet C-10. This addendum adds the line on C-10 with a removal note. 18. Q Sheet C-09 has approx. 1711 SF of landscaping to remove, where is the remaining 340 SF? A - This addendum corrects the quantity. 19. Q - Where are the "Blue Boulders" going? A - Assume into the planter strip that will remain within 100 feet north of their current locations. 20. Q - While quantifying the wall backfill material, I am coming up with substantially more than plan quantity. I am using the three different sections: S-32 section A - With the cap heights varying from 7.25 to 10.67 feet in height, and taking a 1:1 slope, I have developed a quantity. S-35 section 3 - I have not quantified these sections. until I get a clarification to question 4 above. S-41 section F - I have quantified this areas with varying heights of 2.86 to 6.13 and width of 6.75 ft along with a 1:1 back slope envelope, I have generated a quantity. If you feel the plan quantities are correct, can you provide a breakdown of the locations and associated quantities? A - Bid item 55 only includes backfill within the limits of Structure Excavation Class A. That does not mean that there isn't significantly more gravel backfill for wall though. However, per the requirements of section 2-09.5 of the standard specifications, the measurement and payment for any backfill within the areas of extra excavation is included in bid item 54. 21. Q - What are the fabric requirements for the two details on S-35 and S-41. A - This addendum adds the fabric requirements for these two drains and the drain on S-32. 22. Q - While looking at iteml9 and reviewing the specs, a product type is called out, however, it did not state a size, 4, 6 or 8 inch. I'm assuming that we would want to follow a manufacturer's recommendation and set the drain in a concrete envelope and tie into the new storm drain system accordingly. A - The size is called out in section 7-23 on page 335 of volume 1. Per section 7-23, yes, you will follow the manufacturer's recommendations, although that may or may not require setting in concrete, depending on the manufacturer. 23. Q - Page 236, Payment indicates that the water and storm is to be paid under the Superstructure. The quantities appear to be in the water and storm drain items. Shouldn't this work be paid under the appropriate bid items? A - The utilities on bridge under the Front St. superstructure lump sum only includes the deck inserts, hangers, pipe rolls, and brace angles. The rest of the storm drain and water lines under the bridge are paid for under other bid items. 24. Q - Item 9, Channel Excavation Incl. Haul, can you identify what or where this work is specifically? Page 3 of 12 Addendum No. 2 A — This is the earthen portion of the pond. 25. Q — Item 21, Structure Excavation Class B Incl. Haul, can you identify what or where this work is specifically? A — This is for any trenching/excavation specifically for storm sewer and utilities, except for excavation into the bottom seal. 26. Q — Item 22, Structure Excavation Class B Incl. Haul — Bottom Seal, can you identify what or where this work is specifically? A — This is for any trenching/excavating into the top of the bottom seal for drainage installation. 27. Q — Item 53, Structure Excavation Class A Incl. Haul, can you identify what or where this work is specifically? A — This work is the excavation for the concrete presettling/water quality pond, loading dock ramp, cantilever walls, moment slabs, wall caps, freestanding barriers, soldier pile wall fascia and lagging, and shotcrete fascia. 28. Q - Item 23, Shoring or Extra Excavation Class B, can you identify what or where this work is specifically? A — This is for any shoring or extra excavation required for associated class B excavation. It is measured as described in the standard specifications on page 2-40. 29. Q - Item 54, Shoring or Extra Excavation Class A, can you identify what or where this work is specifically? A — This is for any shoring or extra excavation required for associated class A exca va tion. 30. Q - On page 244, 4. The note indicates there is a specific location for the test piles; however the plans do not define a specification. Please clarify A — The wall test section is within the pond area west of Front Street, subject to the limitations on page 244. 31. Q - Page 288, temporary blow offs. Typically we will restrain, cap, fill, flush, and test prior to the final connection. This is completed with caps and filling ports. Do we really need to install a permanent blow off assembly as called out in the specifications if these are only temporary? A — Per City requirements, these connections are to be done utilizing a blow off assembly. However, it is only temporary, not permanent. 32. Q - On sheet C-10, the limits of the asphalt removal for the installation of the storm drainage pipe may need to be reevaluated considering the condition of the existing asphalt and the proximity of the old trench from the last contract. For the most part the entire road appears to be shot. Do we really need to saw or just pull out the old trench line? A — How Front Street is left at the end of -this contract depends on whether MLK is ready to be constructed as soon as Lincoln is done. For now, bid the documents as is. If changes are needed, they'll be made during construction. Page 4 of 12 Addendum No. 2 33. Q - While reviewing the specifications on sheet 298, I noticed the requirement for wrapping the joint of the wet well. Considering the intention is to provide a casing that will provide shoring for the wet well hole, the wrap will require casing large enough to pass between the outside wall of the precast structure and the inside of the temporary casing. This will increase the temporary shoring cost / casing to gain access for the wrapping process. Considering there is going to be a grout envelope between the exterior of the structure and ground, will this wrap be necessary? Do we have other options, interior coatings only that may eliminate the need to gain access to the outside of the structure? A - The Wet well joints do need to be sealed, but the concrete fill that is intended between the permanent casing and the wet well will serve this sealing need. This addendum clarifies this further. 34. Q - Page 302; list the paint products to be used. Within this schedule, it does not specifically call out for coatings of the concrete. The bottom of page 306 indicates that we should anticipate two coatings of the concrete surfaces. Can you clarify what product needs to be used for the concrete coatings? A - Per the specs, the concrete coating is system 7 on page 303, which references back to Tnemec Co. (T), or equal on page 302. 35. Q - Page 315, paragraph 3 calls out for a manual Davit crane as specified. Are we to provide a crane? A - Yes 36. Q - Page 318, paragraph 3 makes note of a dump site within 10 miles of the site. Does this apply to our contract? A - No, this is corrected in this addendum. There is no Contracting Agency supplied dump site. 37. Q - Page 318, paragraph 6, (oil/water separator) Will this leak test be necessary? This question would also apply to the other structures, wet well, transformer vaults? A - Yes, the leak test for the oil/water separator will be necessary. A leak test will also be necessary for the wet well, but not for the valve vault or transformer vault. This is clarified in this addendum. 38. Q - Page 321, The specifications indicate the need to use TR -Flex pipe in the lift station, can we use standard Class 52 with field lock gaskets? A - Bid the specs as they stand. 39. Q - On C-09, the demolition of the storm drain line exiting the oil water separator is not called out. Is that part of removal of structure and obstruction or force account for modifying the tanks, pumps, utilities, etc? A - Removal of the storm drain line exiting the oil/water separator and any modifications/removal of the oil/water separator and the ARCO lot storm drain system upstream of the oil/water separator are to be paid for under the miscellaneous force account. 40. Q - Special Provision Section 6-21.3.3 (Page 267) in Volume 1 indicates that a permanent casing is to be placed inside of a temporary casing at the wet well. Page 5 of 12 Addendum No. 2 Drawing Nos. M-03 and M-04 indicate that the wet well utilizes 7' ID precast which would infer that precast is utilized in lieu of permanent casing. Please clarify. A — It is not envisioned that the 7' ID precast concrete wet well would be used in lieu of the permanent casing, although section 6-21 does allow for alternative methods that might include the precast concrete wet well being installed without the use of permanent casing. The reasoning behind the method indicated in the specifications is that 1) after installing the temporary casing, a permanent casing will be required to install the buoyancy plug and allow dewatering without locking the temporary casing in the ground (this assumes the temporary casing will be thicker and more expensive than the permanent casing due to installation stresses) and 2) that the precast wet well will need the dewatered permanent casing so it can be installed in the dry. If a contractor wants to install the wet well piece by piece under water within the temporary casing or lower a complete precast wet well within the temporary casing, then, the permanent casing could possibly be avoided. The contractor could submit such a proposal during construction for review and approval by the Engineer as stated in the first sentence of 6-21.3. 41. Q - Can you please provide a description of the scope of work encompassed by the following excavation bid items? Item No. 8 — Is this item only for the excavation from existing grade to bottom of roadway in the area between the secant piles? A — This item is mostly for excavation within the underpass between the side walls down to the top of the bottom seal, but it also includes excavation in the areas outside the underpass for construction of the frontage roads, Front St., 1St Ave, and 1St St. Item No. 9 — Is this excavation item for the infiltration pond and the water quality pond? A — This is just for the excavation of the earthen portion of the pond (the infiltration pond). Excavation for the concrete portions (the presettling basin and water quality pond) is structure excavation class A. Item No.21 — Is this for the utility excavation outside the secant piles? A — This is for all utility excavation that is not excavated into the top of the bottom seal. Storm drain excavation into the top of the bottom seal is item 22. Item No. 53 — Is this excavation item for the cap beam only? A — No, this item is for the cap beam, moment slab, cantilever walls, free standing barrier, soldier pile wall fascia and lagging, shotcrete fascia, loading dock ramp, and presettling basin/water quality pond. 42. Q - Bid item no. 23 — Listed as 1,120 sqft of shoring. Is this item for the temporary shoring/extra excavation related to the water quality pond? How will this be measured? A — No, the shoring or extra excavation for the concrete presettling/water quality pond is item 54. 43. Q - Bid Item No. 54 — Is this item for the temporary shoring/extra excavation related to the excavations adjacent to the cap beam? A — This item is for the areas adjacent to structure excavation class A, which includes the cap beam and other structures listed above in question 41. Page 6 of 12 Addendum No. 2 44. Q - Under which bid item will the excavation of the wet well be paid? A — Per section 6-21.5 on page 268 of volume 1, excavation within and above the casing is paid for under the lump sum bid item, 'Wet Well Shoring". Above the casing refers to excavation between existing ground and the top of the casing, in case the contractor opts not to bring the casing all the way up to existing grade. 45. Q - Where is the owner's engineer's office trailer to be located? A — Initially, it should be located within the area designated for contractor staging on CS -01, preferably south of the future pond construction. If it is not south of the future pond construction, it will need to be moved to the closed portion of Front St. anytime after Front St. is closed in stage 2 and before building the pond. 46. Q - What bid items do the following areas of work fall under? Moment slab A — Bid items 44 and 45 Cantilever Walls A — Bid items 44 and 45 Spread Footings A — Not sure what you mean by spread footings. The footings for the cantilever walls and moment slabs are in bid items 44 and 45. If you mean for the impact attenuator footing that is bid items 51 and 52. 47. Q- Bid Item 45 Retaining Wall. Where is this located on the drawings? A — This is the cantilever walls and moment slabs on sheets S-38 through S-41. 48. Q - Front Street Bridge approach slab, what bid item does this fall under? Is it under the Superstructure quantities? A — It is bid item 77. 49. Q - Where does it show what Rebar goes in the shotcrete walls? A — On sheet S-48. Is it the same as the soldier pile walls? A — No. 50. Q - The 24", 36" & 39" shafts under the bridges, do they have rebar in them? A — No, these are the soldier pile wall shafts, they do not have rebar in them, and they are not under the bridges. 51. Q - Is the diaphragm (Alt #2) poured in place? A - Yes 52. Q - What is the max width of the diaphragms? A — The panel width (dimension along the wall) is up to the contractor. 53. Q - Is there rebar in the soldier pile shafts? A — No. 54. Q - Can the top 2'6" of spiral ties in the Reinforced Shaft shown on 2/S18 be left out until the ties in the Cap beam are placed, then the spiral ties from the bottom of the cap to 2'6" min. be placed and welded as shown on B/S18? Page 7 of 12 Addendum No. 2 11 11 11 11 11 1 11 11 11 111 11 11 11 e A - Yes. 55. Q - Sheet C-27, note 2, indicates that we need to provide an orifice plate. Can you provide some detail as to what we are pricing out? I'm not quite sure exactly what you are looking for. A - The intent of the pipe that the orifice plate attaches to is to pass the infiltration flow, but to back up stormwater flow. The orifice plate will be a plate attached to the end of the pipe that seals the end of the pipe except for a hole cut into the orifice. plate: The contractor and engineer will need to confirm the final infiltration flow and size the hole in the orifice plate to just pass the infiltration flow. 56. Q - The quantity of chain Zink footage on sheet M02, I come up with 874 ft., you are calling out for 790 ft. Am I right or wrong. A - 790 LF is correct. You are probably measuring the future fence near MLK that is • shown on M-02. C-15 and C-27 show the limits of fence for this contract. Also note that there is no fence at the north end as that is along the barrier on top of the wall that has a BP rail on top of it. 57. Q - The modern type 3 fence is really a right of way fence for long straight runs of fence. It is not set up by the state for a compound. Typically for a compound they use a DOT type 1 as shown on the old drawings. A - The fence around the pond will be changed to a Type 1 fence and old standard plans for Type 1 fences and gates are included in this addendum. 58. Q - Bid item 124 double drive gate according to the state it's a complete item including posts, gate, fitting, etc complete, so bid item 123 needs to be deleted and replaced with a bid item for end posts and a bid item for corner posts. A - The specifications are not clear on this matter and due to the replacement of the current Type 3 fence and gate standard plans by the old Type 1 fence and gate standard plans, the standard plans are not clear on this matter either. The bid items will stay as they are and by inclusion herein, it is clarified that the four gate posts will continue to be included in the quantity for bid item 123 and will not be included in bid item 124. 59. Q - Please provide the elevation of the top of concrete for the solider pile walls. The table includes bottom of concrete and top of pile, but not the top of concrete elevation. A - The top of concrete shafts as shown in the plans is misleading. The top of concrete shafts shall be as required in the standard specifications in section 6- 16.3(5). The top of the shaft shall be interpreted to be existing ground or the top of the pile, whichever is lower. 60. Q - Note E on CS -02 repeats itself. A - This addendum corrects this error. 61. Q - There is a conflict between the drawings and specifications regarding class of concrete for the bridge decks. It would appear from the quantities listed in the special provisions that the intent is to utilize Class 4000D for the decks. However, the general notes on the structure drawings state all (other) CIP concrete shall be Class 4000. Please clarify. Page 8 of 12 Addendum No. 2 11 11 ti 11 11 11 11 11 t 111 A - The third note on S-01 is corrected in this addendum to indicate thatbridge deck concrete and sidewalks on bridges shall be class 4000D. 62. Q - What Class of concrete is the Walkway on the BNSF bridge? The drawings state Class 4000, but the quantities in the special provisions would lead me to believe it should be Class 4000D. A - The third note on S-01 is corrected in this addendum to indicate that bridge deck concrete and sidewalks on bridges shall be class 4000D. 63. Q - Which rule (170 or 171) are we supposed to follow for sales tax? It is unclear if the city streets are classified as a "Municipal Corporation", etc. or are owned by the state of Washington. A - Rule 171 applies to all the bid items. 64. Q - The special provisions lists utilities on the Access Road bridge, but there are none shown in the contract drawings. Please clarify. A - There are no utilities on the access road bridge. The special provision is corrected in this addendum. 65. Q - In regards to the Armor Plate detail shown on the BNSF bridge, it would appear the entire deck is covered with 3/8 armor plate. However, the special provisions list a quantity of 1225 lbs. which doesn't equate to the details as they're currently shown. a. Please confirm the quantity listed in the special provisions is correct. b. Please provide some additional details of the armor plate if the quantities are correct. A - The entire deck is not covered with 3/8" plate. There are steel plates (as shown in the details on sheet S-85) at the deck/abutment expansion joints, the outside face of the abutment backwalls, the sidewalk joints, and the flashing on the vertical face of the sidewalk. The details are correct, but the quantity is wrong and is corrected in this addendum. Note that the armor plate on the outside face of the backwalls is included in this superstructure lump sum. 66. Q - The spec for Storm Sewer Pipe, Ductile Iron on page 287 refers to CL 50 DI pipe, with cement lining, but the specs on page 322 says `ceramic epoxy lining' -is that just for the piping in the pump station? A - Yes, the ceramic epoxy lining is just for the pump station piping. 67. Q - The total footage of storm drain testing does not add up with the footage of pipe? A - Per section 7-04.5 on page 287 of volume 1, only the portion of the storm drain system below elevation 1058.00' is to be tested. 68. Q - Bid item 10, CDF, I used a average of 3 ft x 3 ft for the given runs of 12 - inch pipe and came up with somewhere close to 250 cy of CDF. Is the original 70 cubic yards going to be enough? Will we just use the unit price accordingly to the volume used? A - There was an error in the quantity. The quantity has been changed in this addendum. The quantity is based on an average depth of 2 feet, since it is only from the top of the bottom seal to the mid height of the pipe, and an average width of 3 Page 9 of 12 Addendum No. 2 feet. Any overage or underage of the actual quantity is handled per section 1-04.4 of the standard specifications. 69. Q - The description on T-26 (note 1) is a pole with a 12' arm, the City of Yakima drawing that I found on one is a decorative pole (E-2) , the spec's call out for a WASH DOT pole (Valmont drawing # DB00654) this drawing does cover a Wash Dot barrier mounted pole that does match the description better than the Yakima E-2 drawing called out in note # 1 page t-26 of 201. A — This addendum corrects the standard plan callout on the plans. 70. Q - Where does the Moment Slab under the barrier pay? A — Bid items no. 44 and 45. 71. Q - Please clarify what scope of work is included under Bid Item 44, Retaining Wall. A — This covers the cantilever retaining walls and the moment slabs. 72. Q - Regarding Bid Item 49, Free -Standing Barrier; we cannot confirm the quantities. There is not enough information to calculate the top elevation of the barrier or how tall the footing base is before it transitions to the barrier slope. Please provide additional information. A — The bottom elevation of the barrier is given on sheets S-46 and S-47. The bottom of the barrier slope on the Lincoln side is at the top of the adjacent Lincoln Avenue pavement. This elevation varies and needs to be determined from the C sheets. The bottom of the barrier slope on the frontage road side is at the top of the adjacent frontage road pavement. This elevation also varies and needs to be determined from the C sheets. The top of the full height portion of the barrier is as shown in section B on S-46. The height of the sloped end portions of the barriers vary as shown on S-46 and S-47. 73. Q - Bid item 24 Geotextile for the under drain system. A simple calculation for this fabric would be to use the cross section "C" on sheet C-29. This reflects a trench that is approximately 6" x 6". Wrapping the entire pipe sections with an approximate lineal footage of 4850 feet would make up the following quantity. This would reflect 2 feet x 4850 x 1/9 = 1077 SY. This does not allow for any overlay. Changing this with a 1 foot overlap, this would amount to 1616 SY. Is this correct'? A — This addendum clarifies that the fabric is to wrap tightly around the pipe (not to line the 6" x 6" trench) with 2 inch overlap. The quantity is figured per section 2-12.4 of the standard specifications and is equal to the outside diameter of the underdrain. 74. Q - Is all piping part of the item 30? The obvious part and pieces make sense, however I'm questioning if your intent is to also have the 12 and 8 -inch ductile inclusive in this item. A — All piping downstream of catch basin 4 on sheet C-25 is part of bid item 30. 75. Q - The detail sheets on M-05 and 6 indicate the use of Link Seals. Does this apply only to the two penetrations at the presettling basin? A — The link seals in detail 4 on M-05 apply only to the two penetrations of the Page 10 of 12 Addendum No. 2 presettling basin. 76. Q - For the wet well, if we eliminate the tar coating as specified inside and outside. Auger in the casing as needed and set the structure. Can we eliminate the grout ring full height and backfill the void with pea gravel and/or sand slurry and seal the entire structure from the inside? This would eliminate the work on the exterior and the grout ring and still provide a positive seal from the inside. The saving generated by eliminating the grout and both of the tar coatings would be offset by the pea gravel and interior coatings. We believe you would end up with a better seal along with some time savings. A - This addendum eliminates the requirement for the exterior seal of the wet well joints as long as the wet well is enclosed in a ring of lean concrete. The wet well shoring and installation is still a performance specification and the alternative above could be proposed during construction. Q - If the grout filler ring was eliminated will Burlington Northern still accept this change? A - BNSF requires it to be watertight, but we don't know whether they would accept this alternative or not. 77. Q - The specifications indicate the paving is incidental to the wet well, should this be paid under the unit pricing? A - Yes, this addendum removes paving around the wet wells from bid item 30. It was already included in the paving total. 78. Q - Regarding the barrier contained in Bid Item 46. Standard Plan C -14e shows the top as 8 inches wide. The plans do not have a dimension shown for the top of barrier, but the plans for the free standing barrier back into a couple of different dimensions. Sheet S-46 Detail A show the taper at 5-1/2 inches at station 66+40.5, which it appears that the free standing barrier should hold this dimension until it ties in to the barrier at station 66+58.00. Sheet S-47 Detail D shows the free standing barrier tapering to a 6 inch top dimension at station 74+68.00. The B dimension appears to be 1 foot to match the wall. Can you provide us with some additional details? A - Standard plan C -14e is not referenced anywhere for the barrier. The barriers on top of the side walls, moment slabs, and cantilever walls are detailed on sheet S-42. The 6 inch top width in section D on S-47 is corrected to 5'/z" in this addendum. 79. Q - What kind of train traffic is there? A - At present it is about 4 to 6 mile long trains per day with a few shorter local trains also per day. Historically up to about 12 per day. 80. Q - Does washed CSBC have to be washed? A - No, it just has to meet the special provision grading requirements. 81. Q - What is the requirement for the asphalt mix design? A - Mix designs approved by WSDOT within the past year will be accepted. 82. Q - What is the requirement for the ATB mix design? A - The City will provide a mix design for ATB. Page 11 of 12 Addendum No. 2 11 1 11 111 111 111 111 111 111 11 11 83. Q — How are the diaphragm walls water stops installed? A — The two plastic waterstops are connected to a flat steel panel element at each end of the primary panels. The two waterstops stay in the setting concrete as the steel panel element is removed after excavation of the adjacent panel. 84. Q - On sheets T-26, T-27 cons. Note 4 shows 2" conduit running in and out of a 4" octagonal box in structure. On wall pack S-7 it has 3 2" conduits running into it. I don't think this is possible. A — This has been done on previous projects without any problems. 85. Q - Cons. Note 8 says new art control cabinet is supplied by others. I just want to make sure the electrical contractor is not others. A — This work is in a separate contract. 86. Q - Cons. Note 9 says install J boxes provided by others. Need to know who others are. A — Others are the contractor for the separate art work contract. 87. Q - Wire notes 4 and 5 say by others and would like to make sure the electrical contractor isn't others. A - Others are the contractor for the separate art work contract. 88. Q - The road crossings at Front Street will need to be directional bored or are they dug in? A — They are installed open trench prior to completion of the bridge approach slab. 89. Q - I would like to know if we will be needing expansion or deflection joints in the barriers and walls on Lincoln Street and if so how many and what type? A — Yes, they are required as shown on the S sheets in the plans. 90. Q - I don't see where you will be picking up power for the service at Front Street. A — The power to the service cabinet at the SW corner of Front and Lincoln will come from a new underground power line that will feed from the north across the west barrier of the Front Street bridge. 91 Q - Cons. Note 6 tells me to pipe for heat trace wire and refers to C-17. Who will be providing heat trace wire and power connection kit with thermostat? A — Supplying and installing those items is described in section 7-22 on page 333 of volume 1. 92. Q - T-14 says to remove a tree. Does this mean the stump too? And who is responsible for this? A — It does include removing the stump and it is in this contract. Page 12 of 12 Addendum No. 2 ADDENDUM NO. 3 To. the Construction Contract Specifications and Bid Documents for CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-0005(062) To the attention of all bidders for the above project: The following additions, revisions, and/or modifications are made to the Construction Contract Specifications and Bid Documents for this project. Item No. 1— Appendix 0 — Volume 2 The written questions from Contractors from 4 December 2009 through 8 December 2009 and the answers by the. City to those questions are contained in Appendix 0 attached to this addendum. By inclusion in the appendices of these contract documents, these questions and answers are made a part of this contract. Item No. 2 — Section 1-08.5 — Page 216 of Volume 1 In the sentence near the top of the page that reads "This project shall be physically completed within 260 working days", 260 working days is changed to 290 working days. Item No. 3 — Section 6-20.3(2) — Page 261 of Volume 1 Step 2 under section 6-20.3(2) on page 261 of volume 1 is deleted and replaced with: The diaphragm wall test section shall consist of a minimum of two (3) adjacent panels in a straight line to duplicate a three panel section of the production wall. Each of the panels shall be a minimum of eight (8) feet in length and the total test section shall be a minimum of 24 feet in length. The width shall be three (3) feet. On the first line of step 5 under section 6-20.3(2) on page 261 of volume 1, the word two is changed to three. Item No. 4 — Section 6-20.3(5,) — Page 263 of Volume 1 The following is added after the last paragraph of section 6-20.3(5) on page 263 of volume 1: The Contractor shall not excavate a panel immediately adjacent to any concreted panel until the concreted panel has reached a compressive strength of 3000 psi. Item No. 5 — Plan Sheet S-01 The callout for reinforcing bars in structural note 4 is changed. Addendum No. 3 Page 1 of 2 9 December 2009 l�� This ADDENDUM is to be considered as much a part of the construction contract specifications and bid documents as if it were included in the original construction contract specifications and bid documents. All bidders shall acknowledge receipt of this ADDENDUM on the proposal form prior to bid opening. Chris Walcott, PE BergerABAM 1301 Fifth Avenue, Suite 1200 Seattle, WA 98101-2677 206-357-5600 Addendum No. 3 Page 2 of 2 9 December 2009 1 11 11 11 11 1 11 11 1 1 1 11 1 1 Appendix 0 - Continued City of Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue Contractor Questions and the City's Answers: 93. Q - Based on the current phasing, the 260 working days or 1 calendar year is grossly insufficient. A — Based on our analysis, 260 working days is adequate, although it is possible that multiple crews will be necessary for wall and/or bottom seal work. Also in consideration of test section requirements added in this addendum, and the likelihood of finishing the 260 days in the pavement restricted month of March 2011, this addendum has added 30 working days to the schedule 94. Q - Please consider closing Lincoln Ave entirely from Front St. to 1" St. during Phase ll. This would allow the contractor to perform a substantial portion of the Stage 5 work on the east end concurrently with the Stage 3 & 4 work on the west side of the shoofly. This change would reduce the duration and cost of the project. A — Per note 1 on sheets CS -01 through CS -07, the Contractor can propose an alternate sequencing as long as accesses to the surrounding businesses are maintained. 95. Q - How much time shall the contractor allow in the baseline schedule for the railroad to build the shoofly and remove the existing rails? A = How long these two activities take is up to the railroad. The railroad has plenty of time to do these activities and the Contractor should assume they will not be on the critical path. The Contractor shall establish mutually agreeable work windows with the railroad per the top paragraphof the last page of Appendix C. If the railroad does not fulfill those obligations, it would constitute a changed condition to the extent that the railroads performance has adversely affected the contractor's progress. 96. Q - How much time shall the contractor allow in the baseline schedule for the railroad to remove the shoofly and construct the rail line across the new bridge? A — Again, this will be up to the Contractor and the railroad to establish these work windows for the project. 97. Q - Jet grout test section requires 6 sets of 3 columns each for a total of 18 columns with a minimum length of 15 -ft each? Please consider reducing the number of jet grout test columns to 3 sets of 3 columns each. A — Please bid the project as currently specified. 98. Q - Since the owner has already received approval from the RR for the current design, specifically what submittals will require RR review for up to 60 days as noted in Supplemental Special Provision 1.05 "Control of Work". A — See section 1.01.07 on page 196. Note that the shoring in the plans has Page 1 of 3 .Addendum No. 3 already been approved by the railroad and only shoring or falsework not in the plans will require railroad review. 99. Q - If the Owner is allowing the excavation of slurry wall panels with only the use of slurry to stabilize the excavation, why is cased hole drilling required for the 4 -ft diameter secant pile excavations? A - Drilled shafts lend themselves to the use of casing to prevent caving. For this reason, the use of casing is the industry standard for preventing caving in gravelly/cobbly soils like those on this project. That is why the following advisory is in the shaft specification developed by WSDOT and theshaft contracting industry "Soils consisting of gravel and cobble mixtures, or matrix supported boulders where the matrix is granular, tend to be susceptible to caving and sloughing, and usually require casing to stabilize the shaft side walls." Diaphragm (slurry) walls do not lend themselves to the use of casing and that technology has been developed to use slurry for preventing caving in all types of soils. In summary, the two technologies are different and the specifications for each reflect the industry standards for dealing with the anticipated soil conditions at this site. 100. Q- What is maximum allowable slurry wall panel excavation length? A - This is up to the Contractor, but must be supported by past experience and successful completion of the test section. 101. Q - What are the LD's on this project? A - Liquidated damages depend on the contract amount and can be calculated per the formula on page 1-87 of the standard specifications. 102. Q - I am looking for a train count per day to get a quote on my RR insurance. A - The official train count per day provided by BNSF is 7 as given in section 1.05.03d on page 201 of volume 1. See also the answer to question 79 in addendum no. 2. 103. Q - Sheet S-88, Detail A shows the dimension from the top of the loading dock ramp to the dashed line (I'm assuming OG) at 3'-0". What is the dimension from that line to the bottom of footing? A - The dimension from the dashed line, which is existing ground, to the bottom of all the footings, is the same 2'-6" as shown for the footing on the left side of section A on sheet S-88 104. Q - WSDOT 2008 Standard Specifications 9-07.2 Deformed Steel Bars calls for all reinforcing in the cast -in-place components of bridge structures to be A 706 only. Drawing S-01, Note 4 of the contract drawings calls for all reinforcing bars to be per.AASHTO M-31 unless noted otherwise. Could you please clarify the extent, if any, of the A706 reinforcing? A - This addendum clarifies that all reinforcing bars will be ASTM A 706 unless shown otherwise. 105. Q - Detail 1 on S-24: "Panel Width = Varies". There are no panel joints shown on the wall elevations (drawings S-21 - 23) and they are not called out in the schedule or typical detail on drawing S-25. How are the joint locations to be determined? Page 2 of 3 Addendum No. 3 11 11 11 11 1 11 1 1 11 A — Per the fourth paragraph under section 6-20.3(5) on page 263 of volume 1 and per the answer to question 52 in addendum no. 2, the panel width (length along the wall) is up to the contractor. Page 3 of 3 Addendum No. 3 City of Yakima Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-000S(062) State Contract No. TA -1407 November .2009 1 This page left intentionally blank. II 1 1 1 1 1 1 1 1 11 1 11 ii 0 11 ii 0 CONTENTS CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-000S(062) State Contract No. TA -1407 SECTION PAGE INVITATION TO BID 6 STANDARD SPECIFICATIONS 8 Standard Specifications 10 Amendments to the 2008 Standard Specifications 10 SPECIAL PROVISIONS 130 Special Provisions 132 Project Description 133 1-02 Bid Procedures and Conditions 134 1-03 Award and Execution of Contract 141 1-04 Scope of the Work 145 1-05 Control of Work 146 1-06 Control of Material 156 1-07 Legal Relations and Responsibilities to the Public 158 1-08 Prosecution and Progress 210 1-09 Measurement and Payment 217 1-10 Temporary Traffic Control 220 2-02 Removal of Structures and Obstructions 222 2-07 Watering 225 2-09 Structure Excavation 226 2-13 Potentially Contaminated Soil and Water _ 226 4-04 Ballast and Crushed Surfacing 231 4-06 Asphalt Treated Base 231 5-04 Hot Mix Asphalt 232 6-01 General Requirements for Structures 233 6-02 Concrete Structures 233 6-06 Bridge Railings 237 6-10 Concrete Barrier 238 6-16 Soldier Pile and Soldier Pile Tieback Walls 239 6-18 Shotcrete Facing 239 6-19 Reinforced and Lagging Shafts 239 6-20 Diaphragm Walls 260 6-21 Wet Well Shoring 267 6-22 Anti -Graffiti Coating 268 6-23 Fiber Optic Relocation 269 6-24 Bottom Seal 270 6-25 Leak Repair 284 6-26 Dewatering 284 6-27 Buried Obstructions 285 7-01 Drains 287 7-04 Storm Sewers 287 7-09 Water Mains 287 7-12 Valves for Water Mains 289 7-16 Cathodic Protection 289 2 7-20 Storm Water Pump Station 292 7-21 Utility Casings 331 7-22 Heat Tracing System 333 7-23 Trench Drain 335 8-01 Erosion Control and Water Pollution Control 337 8-20 Illumination, Traffic Signal Systems, and Electrical 337 8-23 Temporary Pavement Markings 351 8-31 Electrical and Telemetry System 351 8-32 Field Office Building 379 8-33 Public Relations Responsibility 380 9-03 Aggregates 382 9-28 Signing Materials and Fabrication 382 9-29 Illumination, Signal, Electrical 382 Standard Plans 397 PROPOSAL AND CONTRACT DOCUMENTS 404 Required Contract Provisions Federal Aid Construction Contracts 404 Contract Form 430 Performance Bond Form 432 Informational Certificate of Insurance 434 Informational Additional Insured Endorsement 436 Minimum Wage Affidavit Form 438 Proposal Form 440 Item Proposal Bid Sheet 442 Bid Bond Form 448 Non -Collusion Declaration 450 Certification for Federal -Aid Contracts 452 Non -Discrimination Provision 454 Subcontractor List 456 Women and Minority Business Enterprise Policy 458 Council Resolution 460 Affirmative Action Plan 462 Disadvantaged Business Enterprise Utilization Certification 464 (DOT FORM 272-056EF) Bidders Certification 466 Contractor and Subcontractor of Lower Tier Subcontractor Certification for Federal -Aid Projects 468 (DOT FORM 420-004EF) Materially and Responsiveness 470 • Proposal Signature Sheet 472 Bidders Check List 474 APPENDICES APPENDIX A: Existing Utility As -built Drawings, Sheets 4, 5, 9, 10, 11, 12 (These are the relevant as -built drawings from utility relocations done in Phase 1 of this project in 2007. These plans are for reference only and not for construction. Inclusion of these plans does not relieve the Contractor of any and all other contractual requirements for locating and protecting, existing utilities). APPENDIX B: Well Water Depth History APPENDIX C: Exhibit "C-1": Agreement between BNSF Railway Company and the Contractor 3 APPENDIX D: Geotechnical Engineering Report, July 2001, Fig. 4 and 5; Appendix A; Appendix B. APPENDIX E: Test Pit Excavation Results, July 2004, Fig. 2 through Fig. 9. APPENDIX F: Results of Becker Hammer Soil Borings, February 2008, Fig. 1 through Fig. 8. APPENDIX G: Modified Phase 1 Environmental Site Assessment, September 2005, Tables 3, 4, and 5, Fig. 2, and Appendix D APPENDIX H: Former Lincoln Avenue Car Wash Asbestos Survey, April 2008, Figure 2, Table — Material Sampled and Analytical Results, and Appendix C APPENDIX I: Groundwater Monitoring Results, Former ARCO Station, May 2008, Tables 1 and 2, Figure 1, and Lab Results APPENDIX J: Responsible Bidder Determination Form (To be completed and submitted to the City by at least the two apparent low bidders within 24 hours after bid opening). APPENDIX K: BNSF Railway Application for Private Crossing APPENDIX L: Prevailing Wage Rates APPENDIX M: WSDOT Standard Plans — Section K Plans 4 This page left intentionally blank. 5 INVITATION TO BID NOTICE IS HEREBY GIVEN that sealed bids will be received by the City Clerk of the City of Yakima, 129 North 2nd Street, Yakima, Washington, 98901 until 2:00 pm on Wednesday 9 December 2009 and will then and there be opened and publicly read in the Council Chambers for the construction of CITY OF YAKIMA Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-000S(062) State Contract No. TA -1407 This project consists of furnishing all labor, materials and equipment to construct the Yakima Railroad Grade Separations — Phase 2 — Lincoln Avenue, including the undercrossing, three bridges, and all related work. All work is to be in accordance with the plans and specifications as prepared by the City Engineer of the City of Yakima. All bid proposals shall be accompanied by a bid proposal deposit in cash, certified check, cashier's check or surety bond in an amount equal to five percent (5%) of the amount of such bid proposal. Should the successful bidder fail to enter into such contract and furnish satisfactory performance bond within the time stated in the specifications, the bid proposal deposit shall be forfeited to the City of Yakima. Plans and specifications may be obtained from BergerABAM Attn: Jenny Levesque 1301 5th Avenue, Suite 1200 Seattle, WA 98101 (206) 357-5626 jenny.levesoue@abam.com upon payment of the amount of $200.00 for each set, non-refundable. Informational copies of the plans and specifications are on file for inspection at the Office of the City Engineer of Yakima on the second floor of Yakima City Hall at 129 North Second Street in Yakima, Washington, at the BergerABAM address listed above, and at Plan Centers in Yakima and Kennewick, Washington. There will be .a pre-bid conference held to discuss this project and answer questions from prospective bidders. The meeting is scheduled for 1:00 pm on 18 November 2009 in the CED Conference Room on the second floor of Yakima City Hall at 129 North Second Street, Yakima, Washington. Attendance at this meeting is voluntary and will not be considered in the City's review of the bids. The City of Yakima, in accordance with Title VI of the Civil Rights Act of 1964, 78 Stat. 252, 42 U.S.C. 2000d to 2000-4 and Title 49, Code of Federal Regulations, Department of Transportation, subtitle A, Office of the Secretary, Part 21, nondiscrimination in federally assisted programs of the Department of Transportation issued pursuant to such Act, hereby notifies' all bidders that it will affirmatively insure that in any contract entered into pursuant to this advertisement, disadvantaged business enterprises will be afforded full opportunity to submit bids in response to 6 this invitation and will not be discriminated against on the grounds of race, color or national origin in consideration for an award. The City reserves the right to reject any or all bids and proposals. DATED this 4th day of November, 2009 PUBLISH: 4 November 2009 11 November 2009 Deborah J. Kloster CITY CLERK Seattle Daily Journal of Commerce Daily Journal of Commerce — Oregon Yakima Herald -Republic 7 City of Yakima Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-000S(062) State Contract No. TA -1407 November 2009 WASHINGTON STATE DEPARTMENT OF TRANSPORTATION 2008 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION AND AMENDMENTS TO THE STANDARD SPECIFICATIONS 8 Amendments This page left intentionally blank. 9 Amendments STANDARD SPECIFICATIONS The 2008 Standard Specifications for Road, Bridge, and Municipal Construction published by the Washington State Department of Transportation and the Washington State Chapter of the American Public Works Association, by this reference, are made a part of these Contract Documents. Except as may be amended, modified, or supplemented hereinafter, each section of the Standard Specifications shall be considered as much a part of these Contract Documents as if they were actually set forth herein. INTRODUCTION The following Amendments and Special Provisionsshall be used in conjunction with the 2008 Standard Specifications for Road, Bridge, and Municipal Construction. AMENDMENTS TO THE STANDARD SPECIFICATIONS The following Amendments to the Standard Specifications are made a part of this contract and supersede any conflicting provisions of the Standard Specifications. For informational purposes, the date following each Amendment title indicates the implementation date of the Amendment or the latest date of revision. Each Amendment contains all current revisions to the applicable section of the Standard Specifications and may include references which do not apply to this particular project. SECTION 1-03, AWARD AND EXECUTION OF CONTRACT April 7, 2008 1-03.1 Consideration of Bids This section is supplemented with the following new sub -section. 1-03.1(1) Tied Bids After opening Bids, if two or more lowest responsive Bid totals are exactly equal, then the tie-breaker will be determined by drawing as described in this Section. Two or more slips of paper will be marked as follows: one marked 'Winner" and the other(s) marked "unsuccessful". The slips will be folded to make the marking unseen. The slips will be placed inside a box. One authorized representative of each Bidder shall draw a slip from the box. Bidders shall draw in alphabetic order by the name of the firm as registered with the Washington State Department of. Licensing. The slips shall be unfolded and the firm with the slip. marked "Winner" will be determined to be the successful Bidder and eligible for Award of the Contract. Only those Bidders that submitted a Bid total that is exactly equal to the lowest responsive Bid are eligible to draw. 10 Amendments SECTION 1-04, SCOPE OF THE WORK April) 7, 2008 1-04..5 Procedure and Protest by the Contractor In the second paragraph, number 2, the reference to 7 calendar days is revised to 14 calendar days. The second sentence in the fifth paragraph is revised to read: The determination will be provided within 14 -calendar days after receipt of the Contractor's supplemental written statement (including any additional information requested by the Project Engineer to support a continuing protest) described in item 2 above. SECTION 1-05, CONTROL OF WORK April! 7, 2008 1-05.1 Authority of the Engineer The fourth paragraph is revised to read: At the Contractor's risk, the Project Engineer may suspend all or part of the Work according to Section 1-08.6. 1-05.12 Final Acceptance The second paragraph is revised to read: The Contractor agrees that neither completion nor final acceptance shall relieve the Contractor of the responsibility to indemnify, defend, and protect the Contracting Agency against any claim or loss resulting from the failure of the Contractor (or the subcontractors or lower tier subcontractors) to pay all laborers, mechanics, subcontractors, material -persons, or any other person who provides labor, supplies, or provisions for carrying out the Work or for any payments required for unemployment compensation under Title 50 RCW or for industrial insurance and medical aid required under Title 51 RCW. SECTION 1-07, LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC August 3, 2009 1-07.2(2) .State Sales Tax: Work on State -Owned or Private Land The following new paragraph is inserted in front of the first paragraph: State Department of Revenue Rule 170 and its related rules apply for this section. 1-07.5(1) General The following new paragraph is inserted after the first paragraph: The Contractor shall be responsible to immediately report to the Engineer any deviation from the contract provisions pertaining to environmental compliance, 11 Amendments including but not limited to spills, unauthorized fill in waters of the State including wetlands, water quality standards, noise, air quality, etc. 1-07.5(2) State Department of Fish and Wildlife The following new numbered item is inserted after number 8.: 9. Immediately notify the Engineer and stop all work causing impacts, if at any time, as a result of project activities, fish are observed in distress, or a fish kill occurs. 1-07.5(3) State Department of Ecology Number 4 is supplemented with the following: These include, but are not limited to petroleum products, hydraulic fluid, fresh concrete, sediments, sediment -laden water, chemicals, paint, solvents, or other toxic or deleterious materials. 1-07.8 High Visibility Apparel This section is revised to read: The Contractor shall require all personnel under their control (including service providers, Subcontractors and lower tier Subcontractors) that are on foot in the work zone and are exposed to vehicle traffic or construction equipment to wear the high visibility apparel described in this Section. The Contractor shall ensure that a competent person as identified in the MUTCD selects the appropriate high -visibility apparel suitable for the job -site conditions. High visibility garments shall always be the outermost garments. High visibility garments shall be in a condition compliant with the ANSI 107-2004 and shall be used in accordance with manufacturer recommendations. This section is supplemented with the following new sub -sections. 1-07.8(1) Traffic Control Personnel All personnel performing the Work described in Section 1-10 (including traffic control supervisors, flaggers, spotters, and others performing traffic control labor of any kind), shall comply with the following: 1. During daylight hours with clear visibility, workers shall wear a high - visibility ANSI/ISEA 107-2004 Class 2 or 3 vest or jacket, and hardhat meeting the high visibility headwear requirements of WAC 296-155-305; and 2. During hours of darkness (1/2 -hour before sunset to 1/2 -hour after sunrise) or other low visibility conditions (snow, fog, etc.), workers shall wear a high -visibility ANSI/ISEA 107-2004 Class 2 or 3 vest or jacket, high visibility lower garment meeting ANSI/ISEA 107-2004 Class E, and hardhats meeting the high visibility headwear requirements of WAC 296- 155-305. 12 Amendments 1-07.8(2) Non -Traffic Control Personnel All personnel, except those performing the Work described in Section 1-10, shall wear high visibility apparel meeting the ANSI/ISEA 107-2004 Class 2 or 3 standard. 1-07.9(1). General The following new paragraph is inserted to follow the sixth paragraph: The Contractor shall ensure that any firm (Supplier, Manufacturer, or Fabricator) that falls under the provisions of RCW 39.12 because of the definition "Contractor" in WAC 296-127-010, complies with all the requirements of RCW 39.12. This section is supplemented with the following: Listing Recovery Act (and Other) New Hire Opportunities With the Employment Security Department There are many talented people currently unemployed. As the signs on Contracting Agency projects advertise the Recovery Act is about creating jobs and putting people back to work. As a companion effort the Employment Security Department has been charged with giving people the opportunity to compete for these jobs. Their tool for doing so is WorkSource. WorkSource is a free service located across the State that screens, shortlists and refers qualified candidates. WorkSource employees are aware that the Contractor has other commitments as part of general business practices and as part of the Contract. Contractors may be subject to hiring commitments such as Equal Employment Opportunity or union commitments. However, utilizing WorkSource can be an essential effort as part of their various good faith efforts. WorkSource is a resource that is available across the State. Contractors who have been awarded WSDOT Contracts shall be prepared to discuss their recruitment plans and how WorkSource will be incorporated into that effort at the preconstruction conference. WorkSource has a simple process for requesting and reporting new hires: The Contractor may contact the ARRA Business Unit at 877-453-5906 (toll free) or ARRA@esd.wa.gov. There is additional information available on the website; https://fortress.wa.gov/esd/worksource/. 1-07.15 Temporary Water Pollution/Erosion Control This section is supplemented with the following: Stormwater or dewatering water that has come in contact with concrete rubble, concrete pours, or cement treated soils shall be maintained to pH 8.5 or less before it is allowed to enter waters of the state. If pH exceeds 8.5, the Contractor shall immediately discontinue work and initiate treatment according to the plan to lower the pH. Work may resume, with treatment, once the pH of the stormwater is 8.5 or less or it can be demonstrated that the runoff will not reach surface waters. High pH process water shall not be discharged to waters of the state. Unless specific measures are identified in the Special Provisions, high pH process water may be infiltrated, dispersed in vegetation or compost, or pumped to a sanitary sewer system. Water being infiltrated or dispersed shall have no chance of 13 Amendments discharging directly to waters of the state, including wetlands or conveyances that indirectly lead to waters of the state. High pH process water shall be treated to within a range of 6.5 to 8.5 pH units prior to infiltration to ensure the discharge does not cause a violation of groundwater quality standards. If water is pumped to the sanitary sewer, the Contractor shall provide a copy of Permits and requirements for placing the material into a sanitary sewer system prior to beginning the work. Process water may be collected and disposed of - by the Contractor off the project site. The Contractor shall provide a copy of the permit for an approved waste site for the disposal of the process water prior to the start of work which generates the process water. 1-07.15(1) Spill Prevention, Control and Countermeasures Plan This section is revised to read: The Contractor shall prepare a project -specific spill prevention, control, and countermeasures plan (SPCC Plan) that will be used for the duration of the project. The Contractor shall submit the plan to the Project Engineer no later than the date. of the preconstruction conference. No on-site construction activities may commence until WSDOT accepts an SPCC Plan for the project. The term "hazardous materials", as used in this Specification,is defined in Chapter 447 of the WSDOT Environmental Procedures Manual (M31-11). Occupational safety and health requirements that may pertain to SPCC Plan implementation are contained in but not limited to WAC 296-824 and WAC 296-843. Implementation Requirements The SPCC Plan shall be updated by the Contractor throughout project construction so that the written plan reflects actual site conditions and practices. The Contractor shall update the SPCC Plan at least annually and maintain a copy of the updated SPCC Plan on the project site. All project employees shall be trained in spill prevention and containment, and shall know where the SPCC Plan and spill response kits are located and have immediate access to them. If hazardous materials are encountered or spilled during construction, the Contractor shall do everything possible to control and contain the material until appropriate measures can be taken. The Contractor shall supply and maintain spill response kits of appropriate size within close proximity to hazardous materials and equipment. The Contractor shall implement the spill prevention measures identified in the SPCC Plan before performing any of the following: 1. Placing materials or equipment in staging or storage areas. 2. Refueling, washing, or maintaining equipment. 3. Stockpiling contaminated materials. 14 Amendments SPCC Plan Element Requirements The SPCC Plan shall set forth the following information in the following order: 1. Responsible Personnel Identify the name(s), title(s), and contact information for the personnel responsible for implementing and updating the plan, including all spill responders. 2. Spill Reporting List the names and telephone numbers of the federal, State, and local agencies the Contractor shall notify in the event of a spill. 3. Project and Site Information Describe the following items: A. The project Work. B. The site location and boundaries. C. The drainage pathways from the site. D. Nearby waterways and sensitive areas and their distances from the site. 4. Potential Spill Sources Describe each of the following for all potentially hazardous materials brought or generated on-site (including materials used for equipment operation, refueling, maintenance, or cleaning): A. Name of material and its intended use. B. Estimated maximum amount on-site at any one time. C. Location(s) (including any equipment used below the ordinary high water line) where the material will be staged, used, and stored and the distance(s) from nearby waterways and sensitive areas. D. Decontamination location and procedure for equipment that comes into contact with the material. E. Disposal procedures. 5. Pre -Existing Contamination Describe any pre-existing contamination and contaminant sources (such as buried pipes or tanks) in the project area that are described in the Contract documents. Identify equipment and work practices that will be used to prevent the release of contamination. 15 Amendments 6. Spill Prevention and Response Training Describe how and when all personnel (including refueling contractors and Subcontractors) will be trained in spill prevention, containment and response in accordance with the Plan. Describe how and when all spill responders will be trained in accordance with WAC 296-824. 7. Spill Prevention Describe the following items: A. Spill response kit contents and location(s). B. Security measures for potential spill sources. C Secondary containment practices and structures for all containers to handle the maximum volume of potential spill of hazardous materials. D. Methods used to prevent stormwater from contacting hazardous materials. E. Site inspection procedures and frequency. F. Equipment and structure maintenance practices. G. Daily inspection and cleanup procedures that ensure all equipment used below the ordinary high water line is free of all external petroleum based products. H. Refueling procedures for equipment that cannot be moved from below the ordinary high water line. 8. Spill Response Outline the response procedures the Contractor will follow for each scenario listed below. Include a description of the actions the Contractor shall take and the specific, on-site, spill response equipment that shall be used to assess the spill, secure the area, contain and eliminate the spill source, and clean up and dispose of spilled and contaminated material. A. A spill of each type of hazardous material at each location identified in 4, above. B. Stormwater that has come into contact with hazardous materials. C. A release or spill of any pre-existing contamination and contaminant source described in 5, above. D. A release or spill of any unknown pre-existing contamination and contaminant sources (such as buried pipes or tanks)encountered during project Work. E. A spill occurring during Work with equipment used below the ordinary high water line. 16 Amendments If the Contractor will use a Subcontractor for spill response, provide contact information for the Subcontractor under item' 1 (above), identify when the Subcontractor will be used, and describe actions the Contractor shall take while waiting for the Subcontractor to respond. 9. Project Site Map Provide a map showing the following items: A. Site location and boundaries. B. Site access roads. C. Drainage pathways from the site. D. Nearby waterways and sensitive areas. E. Hazardous materials, equipment, and decontamination areas identified in 4, above. F. Pre-existing contamination or contaminant sources described in 5, above. G. Spill prevention and response equipment described in 7 and 8, above. 10. Spill Report Forms Provide a copy of the spill report form(s) that the Contractor will use in the event of a release or spill. Payment Payment will be made in accordance with Section 1-04.1 for the following Bid item when it is included in the Proposal: "SPCC Plan", lump sum. When the written SPCC is accepted by WSDOT, the Contractor shall receive 50 - percent of the lump sum Contract price for the plan. The remaining 50 -percent of the lump sum price will be paid after the materials and equipment called for in the plan is mobilized to the project. The lump sum payment for "SPCC Plan" shall be full pay for: 1. All costs associated with creating the accepted SPCC Plan. 2. All costs associated with providing and maintaining the on-site spill prevention equipment described in the accepted SPCC Plan. 3. All costs associated with providing and maintaining the on-site standby spill response equipment and materials described in the accepted SPCC Plan. 17 Amendments 4. All costs associated with implementing the spill prevention measures identified in the accepted SPCC Plan. 5. All costs associated with updating the SPCC Plan as required by this Specification. As to other costs associated with releases or spills, the Contractor may request payment as provided for in the Contract. No payment shall be made if the release or spill was caused by or resulted from the Contractor's operations, negligence, or omissions. 1-07.16(2) Vegetation Protection and Restoration The last sentence in the first paragraph is revised to read: The Engineer will designate the vegetation to be saved and protected by a site preservation line, high visibility fencing, or individual flagging. This section is supplemented with the following new sub -section: 1-07.16(2)A Wetland and Sensitive Area Protection Existing wetland and other environmentally sensitive areas, where shown in the Plans or designated by the Engineer, shall be saved and protected through the life of the Contract. When applicable, a site preservation line has been established as a boundary between work zones and sensitive environmental areas. The Contractor shall install high visibility fence as shown in the Plans or designated by the Engineer in accordance with 8-01.3(1). The areas to be protected include critical environmental areas, buffer zones, and other areas of vegetation to be preserved. The Contractor shall keep areas identified by the site preservation lines free of construction equipment, construction materials, debris, and runoff. No access, to include but not limited to excavation, clearing, staging, or stockpiling shall be performed inside the protected area. 1-07.16(4) Archaeological and Historical Objects This section is supplemented with the following new subsection: 1-07.16(4)A Inadvertent Discovery of Human Skeletal Remains If human skeletal remains are encountered by the Contractor, they shall not be further disturbed. The Contractor shall immediately notify the Engineer of any such finds, and shall cease all work adjacent to the discovery, in an area adequate to provide for the total security and protection of the integrity of the skeletal remains. The Engineer may require the Contractor to suspend Work in the vicinity of the discovery until final determinations and removal of the skeletal remains is completed. If the Engineer finds that the suspension of Work in the vicinity of the discovery increases or decreases the cost or time required for performance of any part of the Work under this Contract, the Engineer will make an adjustment in payment or the time required for the performance of the Work in accordance with Sections 1-04.4 and 1-08.8. 18 Amendments 1-07.17(2) Utility Construction, Removal or Relocation by Others The first sentence in the second paragraph is revised to read: If the Contract provides notice that utility work (including furnishing, adjusting, relocating, replacing, or constructing utilities) will be performed by others during the prosecution of the Work, the Special Provisions will establish the utility owners anticipated completion. The first sentence in the third paragraph is revised to read: When others delay the Work through late performance of utility work, the Contractor shall adhere to the requirements of Section 1-04.5. 1-07.23 Public Convenience and Safety This section is revised to read: The Contractor shall be responsible for providing adequate safeguards, safety devices, protective equipment, and any other needed actions to protect the life, health, and safety of the public, and to protect property in connection with the performance of the Work covered by the Contract. The Contractor shall perform any measures or actions the Engineer may deem necessary to protect the public and property. The responsibility and expense to provide this protection shall be the Contractor's except that which is to be furnished by the Contracting Agency as specified in other sections of these Specifications. Nothing contained in this Contract is intended to create any third -party beneficiary rights in favor of the public or any individual utilizing the Highway facilities being constructed or improved under this Contract. 1-07.23(1) Construction. Under Traffic The second sentence in the second paragraph is revised to read: The Contractor shall maintain existing roads, streets, sidewalks, and paths within the project limits, keeping them open, and in good, clean, safe condition at all times. The fifth sentence in the second paragraph is revised to read: The Contractor shall also maintain roads, streets, sidewalks, and paths adjacent to the project limits when affected by the Contractor's operations. The final paragraph in this section is deleted. 1-07.23(2) Construction and Maintenance of Detours Number 1. under the first paragraph is revised to read: Detours and detour bridges that will accommodate traffic diverted from the Roadway, bridge, sidewalk or path during construction, 19 Amendments SECTION 1-08, PROSECUTION AND PROGRESS August 3, 2009 1-08.1 Subcontracting Item (2) in the first sentence of the seventh paragraph is revised to read: (2) Delivery of these materials to the Work site in vehicles owned or operated by such plants or by recognized independent or commercial hauling companies hired by those commercial plants. 1-08.3(2)A Type A Progress Schedule This section is revised to read: The Contractor shall submit five copies of a Type A Progress Schedule no later than 10 days after the date the contract is executed, or some other mutually agreed upon submittal time. The schedule may be a critical path method (CPM) schedule, bar chart, or other standard schedule format. Regardless of which format used, the schedule shall identify the critical path. The Engineer will evaluate. the Type A Progress Schedule and approve or return the schedule for corrections within 15 calendar days of receiving the submittal. 1-08.4 Prosecution of Work This section is supplemented with the following: When shown in the Plans, the first order of work on this project shall be the installation of high visibility fencing to delineate all areas for protection or restoration, as described in the Contract. ' Installation of high visibility fencing adjacent to the roadway shall occur after the placement of all necessary signs and traffic control devices are place in accordance with 1-10.1(2). Upon construction of the fencing, the Contractor shall request the Engineer to inspect the fence. No other work shall be performed on the site until the Contracting Agency has accepted the installation of high visibility fencing, as described in the Contract. 1-08.5 Time for Completion The third sentence in the first paragraph is revised to read: A nonworking day is defined as a Saturday, a Sunday, a whole or half day on which the Contract specifically prohibits Work on the critical path of the Contractor's approved progress schedule, or one of these holidays: January 1, the third Monday of January, the third Monday of February, Memorial Day, July 4, Labor Day, November 11, Thanksgiving Day, the day after Thanksgiving, and Christmas Day. 1-08.6 Suspension of Work The first paragraph is revised to read: The Engineer may order suspension of all or any part of the Work if: 1. Unsuitable weather that prevents satisfactory and timely performance of the Work; or 20 Amendments 2. The Contractor does not comply with the Contract: or 3. It is in the public interest. 1-08.7 Maintenance During Suspension The first sentence in the fourth paragraph is revised to read: If the Engineer determines that the Contractor has pursued the Work diligently before the suspension, then the Contracting Agency will maintain the temporary Roadway (and bear its cost). The fifth paragraph is revised to read: The Contractor shall protect and maintain all other Work in areas not used by traffic. All costs associated with protecting and maintaining such Work shall be the responsibility of the Contractor, except those costs associated with implementing the TESC Plan according to Section 8-01. The seventh paragraph is revised to read: After any suspension, the Contractor shall resume all responsibilities the Contract assigns for the Work. SECTION 1-09, MEASUREMENT AND PAYMENT April 7, 2008 1-09.9 Payments The first paragraph is supplemented with the following: For items Bid as lump sum, the Contractor shall submit a breakdown of their lump sum price in sufficient detail for the Project Engineer to determine the value of the Work performed on a monthly basis. Lump sum breakdowns shall be provided to the Project Engineer no later than the date of the preconstruction meeting. The :second sentence in the third paragraph is revised to read: Unless otherwise provided in the payment clause of the applicable Specifications, partial payment for lump sum Bid items will be a percentage of the price in the Proposal based on the Project Engineer's determination of the amount of Work performed, with consideration given to but not exclusively based on the Contractors lump sum breakdown. The third paragraph is supplemented with the following: The determination of payments under the contract will be final in accordance with Section 1-05.1. 1-09.9(1) Retainage In the fourth paragraph, number 1, the reference to $20,000 is revised to read $35,000. 21 Amendments 1 ' SECTION 1-10, TEMPORARY TRAFFIC CONTROL August 3, 2009 ' 1-10.1(2) Description The following new paragraph is inserted after the second paragraph: ' Unless otherwise permitted by the Contract or approved by the Project Engineer, the Contractor shall keep all existing pedestrian routes and access points (including sidewalks, paths and crosswalks) open and clear at all times. ' The second and third sentences in the third paragraph are revised to read: ' The Contractor shall erect and maintain all construction signs, warning signs, detour signs, and other traffic control devices necessary to warn and protect the public at all times from injury or damage as a result of the Contractor's operations which may ' occur on or adjacent to Highways, roads, streets, sidewalks or paths. No Work shall be done on or adjacent to any Traveled Way until all necessary signs and traffic control devices are in place. ' 1-10.2(1) General The second sentence in the third paragraph is revised to read: ' Possession of a current TCS card and flagging card by the primary and alternate TCS is mandatory. ' 1-10.2(1)B Traffic Control Supervisor In number 1. under the third paragraph, the reference to the book Quality Guidelines for Work Zone Traffic Control Devices is revised to Quality Guidelines for Temporary Traffic ' Control Devices. In number 2. under the third paragraph, the second sentence is revised to read: 1 Traffic control devices shall be inspected at least once per hour during working hours except that Class A signs need to be checked only once a week and ' nighttime lighting need tobe checked only once a shift. 1-10.2(2) Traffic Control Plans ' The first sentence in the first paragraph is revised to read: The traffic control plan or plans appearing in the Contract documents show a method of handling vehicle, bicycle and pedestrian traffic. ' In the third sentence of the second paragraph, the reference to "MUTCD, Part VI" is revised to "MUTCD, Part 6". 1-10.2(3) Conformance to Established. Standards The second paragraph is revised to read: In addition to the standards of the MUTCD described above, the Contracting Agency has crashworthiness requirements for most workzone devices. The National ' Cooperative Highway Research Project (NCHRP) Report 350 has established 22 Amendments requirements for crash testing. Workzone devices are divided into four categories. Each of those categories is described below: In the paragraph that begins with "Category 2", the second sentence is revised to read: Examples of this class are barricades, portable sign supports and signs. 1-10.3(1) Traffic Control Labor The second paragraph is revised to read: Vests and other high visibility apparel shall be in conformance with Section 1-07.8. 1-10.3(1)A Flaggers and Spotters The following is inserted after the fifth sentence of the second paragraph: Flagger station illumination shall meet the requirements of the MUTCD and these specifications. The Contractor shall provide portable lighting equipment capable of sufficiently illuminating a flagger and their station without creating glare for oncoming motorists, yet will meet the mobility requirements of the operation. The lighting stations shall be located on the same side of the roadway as the flagger and aimed either parallel or perpendicular to the traveled lanes to minimize glare. The lighting devices shall be located 5 to 10 feet from the edge of the travel lane with a mounting height of 15 1:o 25 ft above the ground. The flagger should be visible and discernable as a flagger from a distance of 1000 feet. The fourth sentence of the fourth paragraph is revised to read: The duties of a spotter shall not include flagging and the use of a flagging paddle while performing spotting duties is not allowed. 1-10.3(2)B Rolling Slowdown The first two paragraphs are deleted and replaced with the following: Rolling slowdown traffic control operations are not to be used for routine work that can be addressed by standard lane or shoulder closure traffic control. When a short-term roadway closure is needed for an infrequent, non -repetitive work operation such as a sign bridge removal, or utility wire crossing, the Contractor may implement a rolling slowdown on a multi -lane roadway, as part of an approved traffic control plan. The Contractor shall submit for approval a traffic control plan detailing the expected delay time, interchange ramp control and rolling slowdown distance. A portable changeable message sign shall be placed ahead of the starting point of the traffic control to warn traffic of the slowdown. The sign shall be placed far enough ahead of the Work to avoid any expected backup of vehicles. A rolling slowdown shall use traffic control vehicles with flashing amber lights. At least one traffic control vehicle will be used for every two lanes to be slowed, plus a control vehicle will serve as a following (chase) vehicle for traffic ahead of the blockade. The traffic control vehicles shall enter the roadway and form a moving 23 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 blockade to reduce traffic speeds and create a clear area ahead of the blockade in which to accomplish the work without a total stoppage of traffic. 1-10.3(2)C Lane Closure Setup/Takedown The following is inserted in front of item 1. of the first paragraph: A portable changeable message sign shall be established in advance of the operation, far enough back to provide warning of both the operation and of any queue of traffic that has formed during the operation. The second paragraph is revised to read: Once the lane is closed, the TMA/arrow board combination shall be replaced with an arrow board without attenuator. The second sentence of the third paragraph is revised to read: A truck -mounted -attenuator with arrow board is required during the process of closing each additional lane and is to be replaced with an arrow board without attenuator after the lane is closed. 1-10.3(2)D Mobile Operations The first sentence of the first paragraph is revised to read: Where construction operations are such that movement along the length of a Roadway is continuous or, near -continuous to the extent that a stationary traffic control layout _will not be effective, the Contractor may implement a moving, or mobile, traffic control scheme. 1-10.3(3)A Construction Signs The third paragraph is revised to read: All existing signs, new permanent signs installed under this Contract, and construction signs installed under this Contract that are inappropriate for the traffic configuration at a given time shall be removed or completely covered in accordance with Section 8-21.3(3).. The seventh sentence of the fourth paragraph is revised to read: Class B construction signs are those signs that are placed and removed daily, or are used for short durations which may extend for one to three days. The fourth paragraph is supplemented with the following: Tripod mounted signs in place more than three days in any one location, unless approved by the Engineer, shall be required to be post mounted and shall be classified as Class A construction signs. 24 Amendments The fifth paragraph is revised to read: Where it is necessary to add weight to signs for stability, sand bags or other similar ballast may be used but the height shall not be more than 4 -inches above the Roadway surface, and shall not interfere with the breakaway features of the device. The Contractor shall follow the manufacturer's recommendations for sign ballasting. 1-10.3(3)B Sequential Arrow Signs The second and third sentences of the first paragraph are deleted. 1-10.3(3)C Portable Changeable Message Sign The second sentence of the first paragraph is deleted. 1-10.3(3)D Barricades The second paragraph is revised to read: Where it is necessary to add weight to barricades for stability, sand bags or other similar ballast may be used but the height shall not be more than 4 -inches above the Roadway surface and shall not interfere with the breakaway features of the device. The Contractor shall follow the manufacturer's recommendation for sign ballasting. 1-10.3(3)E Traffic Safety Drums The second paragraph is revised to read: Used drums may be utilized, provided all drums used on the project are of essentially the same configuration and the devices conform to Section 1-10.2(3). 1-1 CI.3(3)G Traffic Cones This section including title is revised to read: 1-10.3(3)G Traffic Cones and Tall Channelizing Devices Where shown on an approved traffic control plan or where ordered by the Engineer, the Contractor shall provide, install and maintain traffic cones or tall channelizing devices. Cones and tall channelizing devices shall be kept in good repair and shall be removed immediately when directed by the Engineer. Where wind or moving traffic frequently displaces cones, an effective method of stabilizing them, such as stacking two together at each location, shall be employed or heavier weighted bases may be necessary. 1-10.3(3)J Truck -Mounted Attenuator This section is supplemented with the following: A TMA may be used in lieu of a temporary impact attenuator when approved by the Engineer as part of a stage traffic control shift to protect an object such as blunt barrier end, or bridge pier column that is located within the work zone clear zone. This use of a TMA is restricted to a maximum of 3 days or approved extension by the Engineer. 25 Amendments 1-10.3(3)K Portable Temporary Traffic Control Signal The first paragraph is revised to read: Where shown on an approved traffic control plan, the Contractor shall provide, operate, maintain and remove a portable temporary traffic control signal system to provide alternating one -lane traffic operations on a two-way facility. A portable temporary traffic control signal system shall be defined as two traffic control units that operate together. The system shall be trailer mounted, fully self-contained and designed so that it can be easily transported and deployed at different locations. The third sentence in the second paragraph is deleted. The following is inserted in front of the sixth paragraph: The Traffic Control Supervisor shall monitor and insure that the Portable Temporary Traffic Control Signal is fully operational and maintained as specified by the manufacturer. This Work may include cleaning and replacing lamps and other routine maintenance as needed. 1-10.4(2) Item Bids with Lump Sum for Incidentals The unit of measurement statement for "Portable Changeable Message Sign" is revised to read: "Portable Changeable Message Sign" will be measured by the hour for the time that each sign is operating as shown on an approved Traffic Control Plan. The unit of measurement statement for "Operation of Portable Changeable Message Sign" is deleted. The unit of measurement statement for "Portable Temporary Traffic Control Signal" is revised to read: No specific unit of measurement will apply to the lump sum item of "Portable Temporary Traffic Control Signal". 1-10.5(1) Lump Sum Bid for Project (No Unit Items) This section is revised to read: "Project Temporary Traffic Control", lump sum. The lump sum Contract payment shall be full compensation for all costs incurred by the Contractor in performing the Contract Work defined in Section 1-10, except for costs compensated by -Bid Proposal items inserted through Contract Provisions as described in Section 1-10.4(3). 1-10.5(2). Item Bids with Lump Sum for Incidentals The unit of measure for "Portable Changeable Message Sign" is revised to "per hour". The bid item "Operation of Portable Changeable Message Sign" and the associated paragraph are deleted. 26 Amendments The unit of measure for the bid item "Portable Temporary Traffic Control Signal," is revised to lump sum. The paragraph following "Portable Temporary Traffic Control Signal," is revised to read: The lump sum Contract price shall be full compensation for all costs of labor, materials and equipment incurred by the Contractor in performing the Contract Work as described in Section 1-10.3(3)K, including all costs for traffic control during manual control, adjustment, malfunction, or failure of the portable traffic control signals and during replacement of failed or malfunctioning signals. SECTION 2-02, REMOVAL OF STRUCTURES AND OBSTRUCTIONS April 7, 2008 2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters The first sentence in 3. is supplemented with the following: For removal of bituminous pavement, asphalt planning equipment may be used in lieu of sawcutting provided that a clean vertical edge remains. SECTION 2-03, ROADWAY EXCAVATION AND EMBANKMENT January 7, 2008 2-03.1 Description The first sentence in the first paragraph is revised to read: The Work described in this section, regardless of the nature or type of the materials encountered, includes excavating and grading the Roadway, excavating in borrow pits, excavating below grade, excavating channels and ditches, removing slide material, and disposing of all excavated material. 2-03.3(3) Excavation Below Grade The section title is revised to read: 2-03.3(3) Excavation Below Subgrade The first sentence in the fifth paragraph is revised to read: Compaction. If the density of the natural earth under any area of the Roadway is Tess than that required in Section 2-03.3(14)C, Method B, the Engineer may order the Contractor to perform any or all of the following: 2-03.3(14)M Excavation of Channels This section including title is revised to read: 2-03.3(14)M Excavation of Channels and Ditches Channel Excavation: Open excavations 8 -feet or more wide at the bottom, but excludes channels that are part of the Roadway. 27 Amendments Ditch Excavation: Open excavations less than 8 -feet wide at the bottom, but excludes ditches that are part of the Roadway. Before excavating channels or ditches, the Contractor shall clear and grub the area in accordance with Section 2-01. 2-03.4 Measurement The first sentence in the first paragraph is revised to read: Roadway excavation, channel excavation, ditch excavation, unsuitable foundation excavation, and common borrow items will be measured by the cubic yard. The fourth sentence in the first paragraph is revised to read: For Roadway excavation, channel excavation and ditch excavation items, the original ground will be compared with the planned finished section shown in the Plans. 2-03.5 Payment The first paragraph is supplemented with the following: "Channel Excavation", per cubic yard. "Channel Excavation Incl. Haul", per cubic yard. "Ditch Excavation", per cubic yard. "Ditch Excavation Incl. Haul", per cubic yard. The first sentence in the second paragraph is revised to read: The unit Contract price per cubic yard for "Roadway Excavation", "Roadway Excavation Incl. Haul", "Roadway Excavation — Area _", "Roadway Excavation Incl. Haul — Area ", "Channel Excavation", "Channel Excavation Incl. Haul", "Ditch Excavation" and "Ditch Excavation Incl. Haul" shall be full compensation for all costs incurred for excavating, loading, placing, or otherwise disposing of the material. The second paragraph is supplemented with the following: When a bid item is not included in the proposal for channel excavation or ditch excavation all costs shall be included in roadway excavation. The third paragraph is revised to read: When the Engineer orders Work according to Section 2-03.3(3), unit Contract prices shall apply, unless the Work differs materially from the excavation above Subgrade, then payment will be in accordance with Section 1-04.4. 28 Amendments SECTION 2-10, DITCH EXCAVATION January 7, 2008 This section is deleted in its entirety. The section title is revised to read: 2-10 VACANT SECTION 5-04, HOT MIX ASPHALT August 3, 2009 5-04.1 Description The first paragraph is supplemented with the following: The manufacture of HMA may include warm mix asphalt (WMA) processes in accordance with these Specifications. WMA processes include organic additives, chemical additives and foaming. 5-04.2 Materials The first paragraph is supplemented with the following: Warm Mix Asphalt Additive Recycled Asphalt Pavement 9-02.5 9-03.8(3) B The second sentence in the third paragraph is revised to read: If utilized, the amount of RAP shall not exceed 20 -percent of the total weight of the HMA. The following is inserted after the fourth sentence in the fourth paragraph: The substituted asphalt binder shall not exceed a one grade change for either of the design temperatures with a minimum pavement design temperature no lower than minus 28° C. The following paragraph is inserted after the fourth paragraph: The Contractor may use Warm Mix Asphalt (WMA) processes in the production of HMA. The Contractor shall submit to the Engineer for approval the process that is proposed and how it will be used in the manufacture of HMA. The reference to "pavement" in the fifth paragraph is revised to "HMA". 5-04.3(1) HMA Mixing Plant The following item is inserted to follow item 2: 3. Heating of Asphalt Binder. The temperature of the asphalt binder shall not exceed the maximum recommended by the asphalt binder manufacturer. The asphalt binder shall be heated in a manner that will avoid local variations in heating. The heating method shall provide a continuous supply of asphalt binder to the mixer at a uniform average temperature with no individual variations exceeding 25°F. Also, when a WMA additive is included in the 29 Amendments asphalt binder the temperature of the asphalt binder shall not exceed the maximum recommended by the manufacturer of the WMA additive. Existing items 3. and 4. are renumbered to items 4. and 5. respectively. 5-04.3(3) Hot Mix Asphalt Pavers The following is inserted at the beginning of the second paragraph: Prior to the use of any HMA paver the Contractor shall .certify the paver is equipped with the most current equipment available from the manufacturer for the prevention of the segregation of the coarse aggregate particles. The certification shall list the make, model and year of the paver and any equipment that has teen retrofitted to the paver. The third paragraph is deleted. All references to "Engineer" in the fifth paragraph are revised to "Project Engineer". This section is supplemented with the following subsection: 5-04.3(3)A Material Transfer DeviceNehicle Direct transfer of HMA from the hauling equipment to the paving machine will not be allowed in the top 0.30 feet of the pavement section of hot mix asphalt (HMA) used in traffic lanes with a depth of 0.08 feet or greater. A material transfer .device or vehicle (MTDN) shall be used to deliver the HMA from the hauling equipment to the paving machine. HMA placed in irregularly shaped and minor areas such as road approaches, tapers and turn lanes are excluded from this requirement. The MTDN shall mix the HMA after delivery by the hauling equipment and prior to laydown by the paving machine. Mixing of the HMA shall be sufficient to obtain a uniform temperature throughout the mixture. If a windrow elevator is used, the length of the windrow may be limited in urban areas or through intersections, at the discretion of the Project Engineer. 5-04.3(4) Rollers All references to "Engineer" in this section are revised to "Project Engineer". 5-04.3(5)A Preparation of Existing Surfaces The reference to "will" in the third sentence of the second paragraph is revised to "shall". 5-04.3(5)C Crack Sealing The reference to "U.S. No. 4-0" in the first sentence of the second paragraph is revised to "No. 4-0". 5-04.3(5)E Pavement Repair This section is revised to read: The Contractor shall excavate pavement repair areas and shall backfill these with HMA in accordance with the details shown in the Plans and as staked. The Contractor shall conduct the excavation operations in a manner that will protect the pavement thatis to remain. Pavement not designated to be removed that is damaged as a result of the Contractor's operations shall be repaired by the 30 Amendments Contractor to the satisfaction of the Project Engineer at no cost to the Contracting Agency. The Contractor shall excavate only within one lane at a time unless approved otherwise by the Project Engineer. The Contractor shall not excavate more area than can be completely finished during the same shift. The Project Engineer will determine the excavation depth, which may vary up to 1 - foot. The determination will depend on the location of material suitable for support of the pavement. The minimum width of any pavement repair area shall be 3 -feet unless shown otherwise in the Plans. Before any excavation, the existing pavement shall be sawcut or shall be removed by a pavement grinder. Excavated materials will become the property of the Contractor and shall be disposed in a Contractor - provided site off the Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21. Asphalt for tack coat shall berequired as specified in Section 5-04.3(5)A. A heavy application of tack coat shall be applied to all surfaces of existing pavement in the pavement repair area. Placement of the HMA backfill shall be accomplished in lifts not to exceed 0.35 -foot compacted depth. Each lift shall be thoroughly compacted by a mechanical tamper or a roller. 5-04.3(6) Heating of Asphalt Binder This section including title is revised to read: 5-04.3(6) Vacant 5-04.3(7)A Mix Design The content of this section is revised and moved to the following sub -sections: 5-04.3(7)A1 General The Contractor shall develop a mix design prior to the initial production of HMA and prior to the production of HMA each calendar year thereafter. The mix design aggregate structure and asphalt binder content shall be determined in accordance with WSDOT Standard Operating Procedure 732 and meet the requirements of Sections 9-03.8(2) and 9-03.8(6). Mix designs that were developed during the calendar year prior to current year's production of HMA that have been issued a WSDOT mix design report will be accepted provided the Contractor submits a certification letter stating that the aggregate and asphalt binder have not changed. Changes to aggregate that may require a new mix design include the source of material or a change in the percentage of material from a stockpile greater than 5 - percent. Changes to asphalt binder that may require a new mix design include the source of the crude petroleum supplied to the refinery, the refining process and additives or modifiers in the asphalt binder. 5-04.3(7)A2 Statistical or Nonstatistical Evaluation Mix designs for HMA accepted by statistical and nonstatistical evaluation shall be submitted to the Project Engineer on DOT form 350-042. For a mix design that was originally developed for another WSDOT contract the Contractor shall also submit DOT form 350-041 and include all changes to the job mix formula that have been approved on other contracts. The Contractor shall submit representative samples of the mineral materials that are to be used in the HMA production. The Contracting Agency will use these samples to conduct verification testing of the mix design in accordance with WSDOT Standard Operating Procedure 732 and 'to determine anti -strip requirements, if any, 31 Amendments in accordance with WSDOT test method T 718. Verification testing of HMA mix designs proposed by the Contractor that include RAP will be completed without the inclusion of the RAP. Submittal of RAP samples is not required. A mix design report will be provided within 25 -calendar days after a mix design submittal has been received in the State Materials Laboratory in Tumwater. No paving shall begin prior to issuance of the mix design report or reference mix design report for that year. 5-04.3(7)A3 Commercial Evaluation Mix designs for HMA accepted by commercial evaluation shall be submitted to the Project Engineer on DOT form 350-042; only the first page is required. Verification of the mix design by the Contracting Agency is not required. The Project Engineer will determine anti -strip requirements for the HMA. Paving shall not begin before the anti -strip requirements have been provided to the Contractor. For commercial HMA, the Contractor shall select a class of HMA and design level of Equivalent Single Axle Loads (ESALs) appropriate for the required use. 5-04.3(8) Mixing The second paragraph is revised to read: When discharged, the temperature of the HMA shall not exceed the optimum mixing. temperature by more than 25°F as shown on the mix design or reference mix design report or as approved by the Engineer. Also, when a WMA additive is included in the manufacture of HMA the discharge temperature of the HMA shall not exceed the maximum recommended by the manufacturer of the WMA additive. A maximum water content of 2 -percent in the mix, at discharge, will be allowed providing the water causes no problems with handling, stripping, or flushing.If the water in the HMA causes any of these problems, the moisture content shall be reduced as directed by the Project Engineer. This section is supplemented with the following: Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized prior to entering the mixer so that a uniform and thoroughly mixed HMA is produced. If there is evidence of the recycled asphalt pavement not breaking down during the heating and mixing of the HMA, the Contractor shall immediately suspend the use of the RAP until changes have been approved by the Project Engineer. 5-04.3(8)A Acceptance Sampling and Testing - HMA Mixture The content of this section is revised and moved to the following sub -sections: 5-04.3(8)A1 General Acceptance of HMA shall be as provided under statistical, nonstatistical or commercial evaluation.. Acceptance of HMA by statistical evaluation is administered under the provisions of Section 5-04.5(1) Quality Assurance Price Adjustments. Statistical evaluation will be used for a class of HMA when the Proposal quantities for that class of HMA exceed 4,000 -tons. 32 Amendments Nonstatistical evaluation will be used for the acceptance of HMA when the Proposal quantities for a class of HMA are 4,000 -tons or Tess. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, and pavement repair. Other nonstructural applications of HMA accepted by commercial evaluation shall be as approved by the Project Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Project Engineer. The Proposal quantity of HMA that is accepted by commercial evaluation will be excluded from the quantities used in the determination of statistical and nonstatistical evaluation. The mix design will be the initial JMF for the class of HMA. The Contractor may request a change in the JMF. Any adjustments to the JMF will require the approval of the Project Engineer and may be made in accordance with Section 9-03.8(7). 5-04.3(8)A2 Aggregates For HMA accepted by statistical evaluation the gradation of aggregates will be included in the statistical calculations. The acceptance criteria for aggregate properties of sand equivalent, uncompacted void content and fracture will be their conformance to the requirements of Section 9-03.8(2). These properties will not be included in the statistical evaluation. Sampling and testing of aggregates accepted by commercial evaluation will be at the option of the Project Engineer. 5-04.3(8)A3 Sampling The random sampling of HMA will be by WSDOT Test Method T 716. Samples for acceptance testing shall be obtained by the Contractor when ordered by the Engineer. The Contractor shall sample the HMA mixture in the presence of the Engineer and in accordance with WSDOT FOP for WAQTC/AASHTO T 168. 5-04.3(8)A4 Definition of Sampling Lot and Sublot A lot is represented by randomly selected samples that will be tested for acceptance with a maximum of 15 sublots per lot; the final lot may be increased to 25-sublots. All of the test results obtained from the acceptance samples from a given lot shall be evaluated collectively. If the Contractor requests a change to the JMF that is approved, the material produced after the change will be evaluated on the basis of the new JMF for the remaining sublots in the current lot and for acceptance of subsequent lots. For a lot in progress with a CPF less than 0.75 a new lot will begin at the Contractor's request after the Project Engineer is satisfied that material conforming to the Specifications can be produced. Sampling and testing for statistical and nonstatistical evaluation shall be performed on the frequency of one sample per sublot. The sublots shall be approximately uniform in size with a maximum sublot size of 800 -tons. The quantity of material represented by the final sublot for either statistical or nonstatistical evaluation may be increased to a maximum of 2 -times the sublot quantity calculated. Should a lot accepted by statistical evaluation contain fewer than three sublots, the HMA will be accepted in accordance with nonstatistical evaluation. 33 Amendments 5-04.3(8)A5 Test Results The results of all acceptance testing performed in the field and the Composite Pay Factor (CPF) of the lot after three sublots have been tested will be available to the Contractor through WSDOT's website. The Contractor may request a sublot be retested. To request a retest, the Contractor shall submit a written request within 7 -calendar days after the specific test results have been posted to the website. A split of the original acceptance sample will be sent for testing to either the Region Materials Laboratory or the State Materials Laboratory as determined by the Project Engineer. The split of the sample will not be tested with the same equipment or by the same tester that ran the original acceptance test. The sample will be tested for a complete gradation analysis, asphalt binder content and Va and the results of the retest will be used for the acceptance of the HMA in place of the original sublot sample test results. The cost of testing will be deducted from any monies due or that may come due the Contractor under the Contract at the rate of $250 per sample. 5-04.3(8)A6 Test Methods Testing of HMA for compliance of Va will be by WSDOT Standard Operating Procedure SOP 731. Testing for compliance of asphalt binder content will be by WSDOT FOP for AASHTO T 308. Testing for compliance of gradation will be by WAQTC FOP for AASHTO T 2717 11. 5-04.3(8)A7 Test Section - HMA Mixture For each class of HMA accepted by statistical evaluation the Contractor may request a test section to determine if the mixture meets the requirements of Sections 9-03.8(2) and 9-03.8(6). The test section shall be constructed at the beginning of paving and will be at least 600 -tons and a maximum of 1000 -tons or as approved by the Project Engineer: No further wearing or leveling HMA will be paved the day of or the day following the construction of the test section. The mixture in the test section will be evaluated as a lot with a minimum of 3 sublots required. 5-04.3(9) Spreading and Finishing The nominal compacted depth for HMA Class 3/4" and HMA Class 1/2" listed under the first paragraph is revised to read: HMA Class 3/4" and HMA Class 1/2" wearing course other courses 0.30 -feet 0.35 -feet 5-04.3(10)A General The second sentence in the third paragraph is revised to read: An exception shall be that pneumatic tired rollers shall be used for compaction of the wearing course beginning October 1st of any year through March 31st of the following year. The sixth sentence in the third paragraph is revised to read: Rollers shall,only be operated in static mode on bridge decks. 34 Amendments 5-04.3(10)B Control The content of this section is revised and moved to the following sub -sections: 5-04.3(10)B1 General HMA mixture accepted by statistical or nonstatistical evaluation that is used in traffic lanes, including lanes for ramps, truck climbing, weaving, and speed change, and having a specified compacted course thickness greater than 0.10 -foot, shall be compacted to a specified level of relative density. The specified level of relative density shall be a Composite Pay Factor (CPF) of not less than 0.75 when evaluated in accordance with Section 1-06.2, using a minimum of 91.0 -percent of the reference maximum density as determined by WSDOT FOP for AASHTO T 209. The specified level of density attained will be determined by the statistical evaluation of tests taken in accordance with FOP for WAQTC TM 8 and WSDOT SOP T 729 on the day the mix is placed (after completion of the finish rolling). Each compaction lot will be divided into sublots with a maximum of 15-sublots per lot; the final lot may be increased to 25-sublots. Sublots will be uniform in size with a maximum of approximately 80 -tons per sublot; the final sublot of the day may be increased to 120 tons. The sublot locations within each density lot will be determined by the stratified random sampling procedure conforming to WSDOT Test Method T 716. For a lot in progress with a CPF less than 0.75 a new lot will begin at the Contractor's request after the Project Engineer is satisfied that material conforming to the Specifications can be produced. HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation • of the compaction train. The test point .evaluation shall be performed in accordance with instructions from the Project Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving. HMA for preleveling shall be thoroughly compacted. HMA that is used for preleveling wheel rutting shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. 5-04.3(10)B2 Cyclic Density The Project Engineer may also evaluate the HMA for low cyclic density of the pavement in accordance with WSDOT SOP 733. Low cyclic density areas are defined as spots or streaks in the pavement that are less than 90.0 -percent of the reference maximum density. Any area tested for density under Section 5- 04.3(10)B1 will be included in this evaluation. A $500 price adjustment will be assessed for any 500 -foot section with two or more density readings below 90.0 - percent of the reference maximum density. 5-04.3(10)B3 Longitudinal Joint Density. The Project Engineer will evaluate the HMA wearing surface for low density at the longitudinal joint in accordance with WSDOT SOP 735. Low density is defined as less than 90.0 -percent of the reference maximum density. If 1 density reading, at either longitudinal joint, is below 90.0 -percent of the reference maximum density, a $200 price adjustment will be assessed for that sublot. 35 Amendments 5-04.3(10)B4 Test Results The nuclear moisture -density gaugeresults of all compaction acceptance testing and the CPF of the lot after three sublots have been tested will be available to the Contractor through WSDOT's website. Determination of the relative density of the HMA with a nuclear moisture -density gauge requires a correlation factor and may require resolution after the correlation factor is known. Acceptance of HMA compaction will be based on the statistical evaluation and CPF so determined. For a subiot that did not meet the minimum of 91.0 -percent of the reference maximum density in a compaction lot with a CPF below 1.00 and thus subject to a price reduction or rejection, the Contractor may request that a core be used for determination of the relative density of the subiot. The relative density of the core will replace the relative density determined by the nuclear moisture -density gauge for the subiot and will be used for calculation of the CPF and acceptance of HMA compaction lot. When cores are taken by the Contracting Agency at the request of the Contractor, they shall be requested by noon of the next workday after the test results for the subiot have been provided or made available to the Contractor. The core will be taken at approximately the same location as the nuclear moisture - density gauge test in the compaction subiot being challenged. Traffic control shall be provided by the Contractor as requested by the Project Engineer. Failure by the Contractor to provide the requested traffic control will result in forfeiture of the request for cores. When the CPF for the lot based on the results of the HMA cores is less than 1.00, the cost for the coring will be deducted from any monies due or that may become due the Contractor under the Contract at the rate of $200 per core and the Contractor shall pay for the cost of the traffic control. 5-04.3(11) Reject HMA The section heading is revised to read: 5-04.3(11) Reject Work The content of this section is revised and moved to the following sub -sections: 5-04.3(11)A General Work that is defective or does not conform to Contract requirements shall be rejected. 5-04.3(11)B Rejection by Contractor The Contractor may, prior to sampling, elect to remove any defective material and replace it with new material. Any such new material will be sampled, tested, and evaluated for acceptance. 5-04.3(11)C Rejection Without Testing The Project Engineer may, without sampling, reject any batch, load, or section of Roadway that appears defective. Material rejected before placement shall not be incorporated into the pavement. Any rejected section of Roadway shall be. removed. No payment will be made for the rejected materials or the removal of the materials unless the Contractor requests that the rejected material be tested. If the Contractor elects to have the rejected material tested, a minimum of 3 representative samples will be obtained and tested. Acceptance of rejected 36 Amendments material will be based on conformance with the statistical acceptance Specification. If the CPF for the rejected material is .less than 0.75, no payment will be made for the rejected material, and in addition, the cost of sampling and testing shall be borne by the Contractor. If the CPF is greater than or equal to 0.75 the cost of sampling and testing will be borne by the Contracting Agency. If the material is rejected before placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at a CPF of 0.75. If rejection occurs after placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at the calculated CPF with an addition of 25 -percent of the unit Contract price added for the cost of removal and disposal. 5-04.3(11)D Lots and Sublots 5-04.3(11)D1 A Partial Sublot In addition to the random acceptance sampling and testing, the Project Engineer may also isolate from a normal subiot any material that is suspected of being defective in relative density, gradation or asphalt binder content. Such isolated material will not include an original sample location. A minimum of 3 random samples of the suspect material will be obtained and tested. The material will then be statistically evaluated as an independent lot in accordance with Section 1- 06.2(2). 5-04.3(11)D2 An Entire Subiot An entire subiot that is suspected of being defective may be rejected. When a subiot is rejected a minimum of 2 additional random samples from this subiot will be obtained. These additional samples and the original subiot will be evaluated as an independent lot in accordance with Section 1-06.2(2). 5-04.3(11)D3 A Lot in Progress The Contractor shall shut down operations and shall not resume HMA placement until such time as the Project Engineer is satisfied that material conforming to the Specifications can be produced: a. When the Composite Pay Factor (CPF) of a lot in progress drops below 1.00 and the Contractor is taking no corrective action, or b. When the Pay Factor (PF) for any constituent of a lot in progress drops below 0.95 and the Contractor is taking no corrective action, or c. When either the PFi for any constituent or the CPF of a lot in progress is less than 0.75. 5-04.3(11)D4 An Entire Lot An entire lot with a CPF of less than 0.75 will be rejected. The designated percentage reduction as defined in Section 1-06.2(2)B under Financial Incentive Paragraph 1, Item 3, shall be 25 -percent. 5-04.3(12)A Transverse Joints The first and second sentences of the second paragraph are revised to read: A temporary wedge of HMA constructed on a 50H:1V shall be constructed where a transverse joint as a result of paving or planning is open to traffic. The HMA in the temporary wedge shall be separated from the permanent HMA by strips of heavy wrapping paper or other methods approved by the Engineer. 37 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5-04.3(12)B Longitudinal Joints The first two paragraphs are revised to read: The longitudinal joint in any 1 course shall be offset from the course immediately below by not more than 6 inches nor Tess than 2 inches. All longitudinal joints constructed in the wearing course shall be located at a lane line or an edge line of the Traveled Way. On one -lane ramps a longitudinal joint may be constructed at the center of the traffic lane, subject to approval by the Project Engineer, if: 1. The ramp must remain open to traffic, or 2. The ramp is closed to traffic and a hot -lap joint is constructed. a. If a hot -lap joint is allowed at the center of the traffic lane, 2 paving machines shall be used; a minimum compacted density in accordance with Section 5-04.3(10)B shall be achieved throughout the traffic lane; and construction equipment other than rollers shall not operate on any uncompacted mix. The reference to Standard Plan A-1 in the third paragraph is revised to read "Standard Plan A40.10-00." 5-04.3(16) Weather Limitations The first sentence of the first paragraph is revised to read: HMA for wearing course shall not be placed on any Traveled Way beginning October 1st of any year through March 31st of the following year without written approval from the Project Engineer. The chart for Surface Temperature Limitation is revised to read: Surface Temperature Limitation Compacted Thickness (Feet) Wearing Course Other Courses Less than 0.10 55°F 45°F 0.10 to 0.20 45°F 35°F More than 0.20 35°F 35°F 5-04.3(19) Sealing of Pavement Surfaces This section is revised to read: Where shown in the Plans, the Contractor shall apply a. fog seal. The fog seal shall be constructed in accordance with Section 5-02.3. Unless otherwise approved by the Project Engineer, the fog seal shall be applied prior to opening to traffic. 38 Amendments 5-04.3(21) Asphalt Binder Revision This section including title is revised to read: 5-04.3(21) Vacant 5-04.4 Measurement The measurement statement for Asphalt For Fog Seal is revised to read: Asphalt For Fog Seal will be measured by the ton as provided in Section 5-02.4. 5-04.5 Payment The payment statement for Asphalt for Fog Seal is revised to read: Payment for "Asphalt for Fog Seal" is described in Section 5-02.5. 5-04.5(1) Quality Assurance Price Adjustments The table of Price Adjustment Factors is revised to read: Table of Price Adjustment Factors Constituent Factor "f" All aggregate passing: 11/2", 1", 3/4", 1/2", %" and No. 4 sieves 2 All aggregate passing No. 8 sieve 15 All aggregate passing No. 200 sieve 20 Asphalt binder 40 Air Voids, Va 20 The second paragraph is revised to read: A pay factor will be calculated for each sieve listed that is equal to or smaller than the maximum allowable aggregate size (100 -percent passing sieve), asphalt binder and percent air voids (Va). 5-04.5(1)B Price Adjustments for Quality of HMA Compaction This section is revised to read: For each compaction control lot with one or two sublots having all sublots attain a relative density that is 91.0 -percent of the reference maximum density the HMA shall be accepted at the unit Contract price with no further evaluation. When a sublot does not attain a relative density that is 91.0 -percent of the reference maximum density the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. Additional testing by either a nuclear moisture - density gauge or cores will be completed as required to provide a minimum of three tests for evaluation. 39 Amendments 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 For each compaction control lot with three or more sublots, a Compaction Incentive Price Adjustment Factor (CIPAF) will be determined. The CIPAF equals the algebraic difference of the CPF minus 1.00 multiplied by 40 -percent. The Compaction Price Adjustment will be calculated as the product of CIPAF, the quantity of HMA in the compaction control lot in tons, and the unit Contract price per ton of mix. SECTION 5-05, CEMENT CONCRETE PAVEMENT August 3, 2009 5-05.2 Materials Dowel bars and the referenced section are revised to read: Corrosion Resistant Dowel Bars 9-07.5(2) This section is supplemented with the following: Concrete Patching Material 9-20 5-05.3(1) Concrete Mix Design for Paving Number 1. Materials is revised to read: 1. Materials. Materials shall conform to Section 5-05.2. Fine aggregate shall conform to Section 9-03.1(2), Class 1. Coarse aggregate shall conform to Section 9-03.1(4) AASHTO grading No. 467. An alternate combined gradation conforming to Section 9-03.1(5) may be proposed, that has a nominal maximum aggregate size equal to or greater than a 1-1h -inch square sieve. The first sentence in number 2. Submittals, is revised to read: The Contractor's submittal shall include the mix proportions per cubic 'yard, test results from beams and cylinders and the proposed sources for all ingredients including the fly ash. The fourth sentence in number 2. Submittals, is revised to read: In addition the Contractor shall fabricate, cure, and test 5 sets of cylinders, for evaluation of 28 -day strengths, according to WSDOT FOPs for AASHTO T 22 and AASHTO T 23 using the same mix design as used in fabrication of the beams. The fifth sentence in number 2. Submittals, is deleted. The sixth sentence in number 2. Submittals, is revised to read: Mix designs submitted by the Contractor shall provide a unique identification for each proposal and shall include test data confirming that concrete made in accordance with the proposed design will meet the requirements of these Specifications and the 28 day compressive strength results. 40 Amendments Number 3. Mix Design Modifications is revised to read: 3. Conformance to Mix Design. Cement, coarse and fine aggregate weights shall be within the following tolerances of the mix design: Portland Cement Concrete Batch Volumes Cement +5% -1 % Coarse Aggregate + 200 Pounds - 200 Pounds Fine Aggregate + 200 Pounds - 200 Pounds If the total cementitious material weight is made up of different components, these component weights shall be within the following tolerances: 1. Portland cement weight plus 5 -percent or minus 1 -percent of that specified in the mix design. 2. Fly ash and ground granulated blast furnace slag weight plus or minus 5 -percent of that specified in the mix design. 3. Microsilica weight plus or minus 10 -percent of that specified in the mix design. Water shall not exceed the maximum water specified in the mix design. The Contractor may initiate minor adjustments to the approved mix proportions within the tolerances noted above without resubmitting the mix design. Utilizing admixtures to accelerate the set or to increase workability will be permitted only when approved by the Engineer. Only non -chloride accelerating admixtures that meet the requirements of Section 9-23.6 Admixture for Concrete, shall be used. The Contractor shall notify the Engineer in writing of any proposed modification. A new mix design will designate a new lot. 5-05.3(3) Equipment This section is revised to read: Equipment necessary for handling materials and performing all parts of the Work shall conform to the following requirements: 1 1 1 1 1 1 1 1 1 1 1 f 1 5-05.3(3)C Finishing Equipment The second sentence in the first paragraph is revised to read: On other roads and on WSDOT projects_ requiring less than 1000 -square yards of cement concrete pavement or requiring individual placement areas of less than 1000 -square yards, irregular areas, intersections and at locations inaccessible to slip -form paving equipment, cement concrete pavement may be placed with approved placement and finishing equipment utilizing stationary side forms. 41 Amendments 1 1 5-05.3(4)A Acceptance of Portland Cement Concrete Pavement The fifth paragraph is revised to read: The point of acceptance will be per WAQTC FOP for TM 2 or at the point of discharge when a pump is used. The seventh paragraph is revised to read: For the purpose of acceptance sampling and testing, a lot is defined as having a maximum of 15 sublots that was produced for the same class of mix. The final lot may be increased to 25 sublots. All of the test results obtained from the same lot shall be evaluated collectively. The quantity represented by each sample will constitute a sublot. Sampling and testing shall be performed on a random basis at the frequency of one sample per sublot. Sublot size shall be determined to the nearest 10 -cubic yards to provide not less than three uniform sized sublots with a maximum sublot size of 500 -cubic yards. The eighth paragraph is deleted. The third sentence in the ninth paragraph is deleted. The following is inserted after the tenth paragraph: Rejection of Concrete 1. Rejection by the Contractor. The Contractor may, prior to sampling, elect to remove any defective material and replace it with new material at no expense to the Contracting Agency. Any such new material will be sampled, tested and evaluated for acceptance. 2. Rejection Without Testing. The Engineer may reject any Toad that appears defective prior to placement. Material rejected before placement shall not be incorporated into the pavement. No payment will be made for the rejected materials unless the Contractor requests that the rejected material be tested. If the Contractor elects to have the rejected materials tested, a sample will be taken and both the air content and strength shall be tested by WSDOT. Payment for rejected material will be based on the results of the 1 sample, which was taken and tested. If the rejected material fails either test, no payment will be made for the rejected material and in addition, the cost of sampling and testing, at the rate of $250.00 per sample shall be borne by the Contractor. If the rejected material passes both tests the mix will be compensated at a CPF of 1.00 and the cost of the sampling and testing will borne by the Contracting Agency. Statistical Acceptance The results of all acceptance testing performed in the field and the Composite Pay Factor (CPF) of the lot after three sublots have been tested will be available to the contractor through WSDOT's website. 42 Amendments The 14th paragraph Rejection of Concrete and the remainder of this section is deleted and replaced with the following: Non -Statistical Acceptance Concrete will be accepted based on conformance to the requirement for air content, and the compressive strength at 28 -days for sublots as tested and determined by the Contracting Agency. The lower Specification limit for Air Content shall be 3.0 - percent, and the upper Specification limit for Air Content shall be 7.0 -percent. The lower Specification limit for compressive strength shall be 1200 -psi less than that established in the mix design as the arithmetic mean of the 5 sets of 28 -day compressive strength cylinders, or 3000 -psi, whichever is higher. These compressive strength cylinders are to be cast at the same time as the flexural beams that were used to prequalify the mix design under Section 5-05.3(1). Each subiot will be deemed to have met the specified compressive strength requirement when both of the following conditions are met: 1. Individual strength tests do not fall below the lower specification limit for strength by more than 121 -percent or 500 -psi, whichever is least. 2. An individual strength test averaged with the 2 preceding individual strength tests meets or exceeds the lower specification limit for strength. When compressive strengths fail to satisfy one or both of the above requirements, the Contractor may request acceptance of in-place concrete strength based on core results. This method will not be used if the Engineer determines coring would be harmful to the integrity of the Structure. Cores, if allowed, will be obtained by the Contractor in accordance with AASHTO T 24 and delivered to the Contracting Agency for testing in accordance with AASHTO T 22. If the concrete in the Structure will be dry under service conditions, the core will be air dried at a temperature of between 60°F and 80°F and at a relative humidity of less than,60-percent for 7 -days before testing, and will be tested air dry. Acceptance for each subiot by the core method requires that the average compressive strength of 3 cores be at least 85 -percent of the specified strength with no 1 core less than 75 -percent of the specified strength. When the Contractor requests strength analysis by coring, the results obtained will be accepted by both parties as conclusive and supersede all other strength data for the concrete subiot. If the Contractor elects to core, cores shall be obtained no later than 50 -days after initial concrete placement. The Engineer will concur in the locations to be cored. Repair of cored areas shall be the responsibility of the Contractor. The cost incurred in coring and testing these cores, including repair of core locations, shall be borne by the Contractor. 545.3(8) Joints The first paragraph is revised to read: Joints in cement concrete pavement will be designated as longitudinal and transverse contraction joints, longitudinal and transverse construction joints, or isolation joints and shall be constructed as shown in the Plans and in accordance with the following provisions: 43 Amendments 5-05.3(8)A Contraction Joints The fifth paragraphis revised to read: When cement concrete pavement is placed adjacent to existing cement concrete pavement, the vertical face of all existing working joints shall be covered with a bond breaking material such as polyethylene film, roofing paper or other material as approved by the Engineer. 5-05.3(8)B Sealing Sawed Contraction Joints The fifth sentence is revised to read: The hot -poured compound and the cold -poured compound shall be applied under sufficient pressure to fill the groove from bottom to top and the cured joint sealant shall be between 1/4 inch and 5/8 inch below the top surface of the concrete. This section is supplemented with the following new sub -section: 5-05.3(8)D Isolation Joints Premolded joint filler in accordance with Section 9-04.1(2) shall be placed as detailed in the Plans through the full depth of concrete pavement when drainage features are placed within the concrete pavement. 5-05.3(10) Tie Bars and Dowel Bars This section including title is revised to read: 5-05.3(10) Tie Bars and Corrosion Resistant Dowel Bars Tie bars shall be placed at all longitudinal contraction and construction joints, in accordance with the requirements shown in the Standard Plan. In addition, tie bars shall be installed when concrete Shoulders are placed as a separate operation or when widening existing pavement. Tie bars shall be placed at longitudinal construction joints between lanes in a manner that the individual bars are located at the required elevation and spaced as shown in the Standard Plan and in a manner that the vertical edge of the concrete is not deformed or otherwise damaged during placement of the bars. Placement tolerances for tie bars shall be within 1 -inch of the middle of the concrete slab, within 1 -inch of being centered over the joint and placed parallel or perpendicular to centerline within 1 -inch of the vertical and horizontal plane. Corrosion resistant dowel bars will be required for the construction joint at the end of paving operations each day and they shall . be placed in accordance with the Standard Plan. Corrosion resistant dowel bars shall be placed at all transverse contraction joints as shown in the Contract or in accordance with the Standard Plans. All dowel bars shall have a parting compound, such as curing compound, grease or other Engineer approved equal applied to them prior to placement. Any dowel bar delivered to the project that displays rust/oxidation, pinholes, questionable blemishes, or deviate from the round shall be rejected. The Contractor shall furnish a Manufacturer's Certificate of Compliance in accordance with Section 1-0.6.3, including mill test report, verifying conformance to 44 Amendments the requirements of Section 9-07.5(2) as well as written certification identifying the patching material, when applicable, used at cut dowel bar ends. Only one type of corrosion resistant dowel bars will be allowed per contract; intermixing of different corrosion resistant dowel bars types will not be allowed. Placement tolerances for dowel bars shall be within 1 -inch of the middle of the concrete slab, within 1 -inch of being centered over the transverse joint and parallel to centerline within 1/2 -inch of the vertical and the horizontal plane. Cutting of stiffeners within the dowel bar cage is not allowed. When fresh concrete pavement is to be placed against pre -project existing cement concrete pavement, tie bars shall be drilled and set into the existing pavement with an epoxy bonding agent in accordance with the Standard Plan and specified tolerances for placement of tie bars. The epoxy -bonding agent shall be either Type I or IV epoxy resin as specified in Section 9-26. The Contractor may use any method for drilling the holes, provided the method selected does not damage the existing concrete. Any damage caused by the Contractor's operations shall be repaired by the Contractor in accordance with Section 1-07.13. The tie bar holes shall be blown clean with compressed air before grouting. The bar shall be centered in the hole for the full length of embedment before grouting. The grout shall then be pumped into the hole around the bar in a manner that the back of the hole will be filled first. Blocking or shimming shall not impede the flow of the grout into the hole. Dams, if needed, shall be placed at the front of the holes to confine the grout. The dams shall permit the escape of air without leaking grout and shall not be removed until grout has cured in the hole. 5-05.3(11) Finishing The first sentence in the second paragraph is revised to read: Any edge slump of the pavement, exclusive of specified edging, in excess of 14 -inch shall be corrected before the concrete has hardened. 5-05.3(12) Surface Smoothness In the fourth sentence of the seventh paragraph, the reference to "age" is revised to "strength". The eighth paragraph is revised to read: Smoothness perpendicular to the centerline will be measured with a 10 -foot straight edge across all lanes with the same cross slope, including shoulders when composed of Cement Concrete Pavement. The overlapping 10 -foot straight edge measurement shall be discontinued at a point six inches from the most extreme outside edge of the finished Cement Concrete Pavement.. The transverse slope of the finished pavement shall be uniform to a degree such that no variations greater than 14 -inch are present when tested with a 10 -foot long straightedge laid in a direction perpendicular to the centerline. Any areas that are in excess of this specified tolerance shall be corrected by abrasive means. 45 Amendments 5-05.3(22) Repair of Defective Pavement Slabs The third paragraph is revised to read: SpaIls and edge slumping shall be repaired by making vertical saw cuts at least 3 - inches outside the affected area and to a minimum depth of 2 -inches. SpaII repairs that encounter dowel bars or are within 6 inches of a dowel bar will not be permitted. These spall areas shall be repaired by replacing a half or full panel as permitted by the Engineer. Removal of the existing pavement shall not damage any pavement to be left in place. If jackhammers are used for removing pavement, they shall not weigh more than 30 -pounds, and chipping hammers shall not weigh more than 15 - pounds. All power driven hand tools used for the removal of pavement shall be operated at angles less than 45 -degrees as measured from the surface of the pavement to the tool. The patch limits shall extend beyond the spalled area a minimum of 3.0 -inches. Repair areas shall be kept square or rectangular. Repair areas that are within 12.0 -inches of another repair area shall be combined. The Contractor shall remove material within the perimeter of the saw cut to a depth of 2.0 -inches, or to sound concrete as determined by the Engineer. The surface patch area shall be sand blasted and all loose material removed. All sandblasting residue shall be removed using dry oil -free air. When a partial depth repair is placed directly against an adjacent longitudinal joint a bond breaking material such as polyethylene film, roofing paper or other material as approved by the Engineer shall be placed between the existing concrete and the area to be patched. Patches that abut working transverse joints or cracks require placement of a compressible insert. The new joint or crack shall be formed to the same width as the existing joint or crack. The compressible joint material shall be placed into the existing joint 1.0 -inch below the depth of repair. The compressible insert shall extend at least 3.0 -inches beyond each end of the patch boundaries. Patches that abut the lane/Shoulder joint require placement of a formed edge, along the slab edge, even with the surface. The patching material shall be mixed, placed, consolidated, finished and cured according to manufacturer's recommendations. Slab/patch interfaces that will not receive pavement grinding shall be sealed (painted) with a 1:1 cement -water grout along the patch perimeter. The Contractor shall reseal all joints in accordance with Section 5-05.3(8)B. Opening to traffic shall meet the requirements of Section 5-05.3(17). Low areas which grinding cannot feasibly remedy, shall be sandblasted, filled with epoxy bonded mortar, and textured by grinding. The epoxy bonding agent shall meet the requirements of Section 9-26.1(1)B for Type II epoxy. 46 Amendments 5-05.4 Measurement Number 2. under Cement concrete pavement is revised to read: 2. The length will be measured along the center of each Roadway or ramp. Epoxy coated dowel bar and the measurement statement is revised to read: Corrosion resistant dowel bar will be measured per each for the actual number of bars used in the completed Work. Epoxy coated tie bar and the measurement statement is revised to read: Tie bar with drill hole will be measured per each for the actual number of bars used in the completed Work. 5-05.5 Payment The payment statement for Cement Conc. Pavement is revised to read: The unit Contract price per cubic yard for "Cement Conc. Pavement" shall be full compensation for all costs incurred to carry out the requirements of Section 5-05 except for those costs included in other items which are included in this sub -section and which are included in the Proposal. . The bid item "Epoxy Coated Dowel Bar" and the payment statement is revised to read: "Corrosion Resistant Dowel Bar", per each, The unit Contract price per each for " Corrosion Resistant Dowel Bar" shall be full payment for furnishing, and installing corrosion resistant dowel bars and any costs for drilling holes, placing dowel bars with baskets, furnishing and installing parting compound and all other costs associated with completing the installation of corrosion resistant dowel bars. The bid item "Epoxy Coated Tie Bar" and the payment statement is revised to read: "Tie Bar with Drill Hole", per each. The unit Contract price per each, "Tie Bar with Drill Hole" shall be full payment for furnishing, and installing tie bars and any costs for drilling holes, and all other costs associated with installation of tie bars. The bid item "Cement Conc. Pavement - Including Dowels" and the associated payment statement are deleted. SECTION 6-02, CONCRETE STRUCTURES August 3, 2009 6-02.2 Materials This section is supplemented with the following: Pigmented Sealer Materials for Coating of Concrete Surfaces 9-08.2(1) 47 Amendments 6-02.3(2)A Contractor Mix Design The third sentence in the fourth paragraph is revised to read: The nominal maximum size aggregate for Class 4000P shall be 3/8 -inch. The fourth sentence in the fourth paragraph is revised to read: The nominal maximum size aggregate for Class 4000D shall be 1 -inch. 6-02.3(2)B Commercial Concrete The second paragraph is revised to read: Where concrete Class 3000 is specified for items such as, culvert headwalls, plugging culverts, concrete pipe collars, pipe anchors, monument cases, Tight standard foundations, pedestals, cabinet bases, guardrail anchors, sign post foundations, fence post footings, sidewalks, curbs, and gutters, the Contractor may use commercial concrete. If commercial concrete is used for sidewalks, curbs, and gutters, it shall have a minimum cementitious material content of 564 -pounds per cubic yard of concrete, shall be air entrained, and the tolerances of Section 6- 02.3(5)C shall apply. Commercial concrete shall not be used for items such as, bridges, retaining walls, box culverts, or foundations for high mast luminaires, mast arm traffic signals, cantilever signs, and sign bridges. The Engineer may approve the use of commercial concrete for other applications not listed above. 6-02.3(6)D Protection Against Vibration The second sentence in the second paragraph is revised to read: These requirements for the protection of freshly placed concrete against vibration shall not apply for plant cast concrete, nor shall they apply to the vibrations caused by the traveling public. The third sentence in the second paragraph is deleted. Item (2) under the third paragraph is revised to read: (2) Equipment Class L (Low Vibration) shall include tracked dozers under 85,000 - pounds, track vehicles, trucks (unless excluded above), hand operated jack hammers, cranes, auger drill rig, caisson drilling, vibratory roller compactors under 30,000 -pounds, and grab -hammers. Item (3) under the third paragraph is revised to read: (3) Equipment Class H (High Vibration) shall include pile drivers, vibratory hammers, machine operated impact tools, pavement breakers, and other Targe pieces of equipment. 48 Amendments 6-02.3(10) Roadway Slabs and Bridge Approach Slabs This section's content is deleted. This section's title is revised to read: 6-02.3(10) Bridge Decks and Bridge Approach Slabs This section is supplemented with the following new sub -sections: 6-02.3(10)A Preconstruction Meeting A pre -concreting conference shall be held 5 to 10 -working days before placing concrete to discuss construction procedures, personnel, and equipment to be used. Those attending shall include: 1. (representing the Contractor) The superintendent and all foremen in charge of placing the concrete, finishing it; and 2. (representing the State) The Project Engineer, key inspection assistants, and the State Construction Office. If the project includes more than 1 deck or slab, and if the Contractor's key personnel change between concreting operations, or at request of the Engineer, an additional conference shall be held just before each deck or slab is placed. The Contractor shall not place bridge decks until the Engineer agrees that: 1. Concrete producing and placement rates will be high enough to meet placing and finishing deadlines; 2. Finishers with enough experience have been employed; 3. Adequate finishing tools and equipment are at the site, and 4. Curing procedures consistent with the Specification requirements are employed. 6-02.3(10)B Screed Rail Supports The Contractor shall place screed rails outside the finishing area. When screed rails cannot be placed outside the finishing area as determined by the Engineer, they shall rest on adjustable supports that can be removed with the least possible disturbance to the screeded concrete. The supports shall rest on structural members or on forms rigid enough to resist deflection. Supports shall be removable to at least 2 -inches below the finished surface. For staged constructed bridge decks, the finishing machine screed rails shall not be supported on the completed portion of deck and shall deflect with the portion of structure under construction. Screed rails (with their supports) shall be strong enough and stiff enough to permit the finishing machine to operate effectively on them. All screed rails shall be placed and secured for the full length of the deck/slab before the concreting begins. If the Engineer approves in advance, the Contractor may move rails ahead onto previously set supports while concreting progresses. But such movable rails and their supports shall not change the set elevation of the screed. 49 Amendments On steel truss and girder spans, screed rails and bulkheads may be placed directly on transverse steel floorbeams, with the strike -board moving at right angles to the centerline of the Roadway. 6-02.3(10)C Finishing Equipment The finishing machine shall be self-propelled and be capable of forward and reverse movement under positive control. The finishing machine shall be equipped with a rotating cylindrical single or double drum screed not exceeding 60 -inches in length. The finishing machine shall have the necessary adjustments to produce the required cross-section, line, and grade. Provisions shall be made for the raising and lowering of all screeds under positive control. The upper vertical limit of screed travel shall permit the screed to clear the finished concrete surface. For bridge deck widening of 20 -feet or less, and for bridge approach slabs, or where jobsite conditions do not allow the use of conventional configuration finishing machines described above, the Contractor may propose the use of a hand operated motorized power screed such as a `Texas" or "Bunyan" screed. This screed shall be capable of finishing the bridge deck and bridge approach slab to the same standards as the finishing machine. The Contractor shall not begin placing bridge deck or bridge approach slab concrete until receiving the Engineer's approval of this screed and the placing procedures. On bridge decks the Contractor may use hand -operated strike -boards only when the Engineer approves for special conditions where self propelled or motorized hand operated screeds cannot be employed. These boards shall be sturdy and able to strike off the full placement width without intermediate supports. Strike -boards, screed rails, and any specially made auxiliary equipment shall receive the Engineer's approval before use. All finishing requirements in these Specifications apply to hand -operated finishing equipment. 6-02.3(10)D Concrete Placement,. Finishing, and Texturing Before any concrete is placed, the finishing machine shall be operated over the entire length of the deck/slab to check screed deflection. Concrete placement may begin only if the Engineer approves after this test. Immediately before placingconcrete, the Contractor shall check (and adjust if necessary) all falsework and wedges to minimize settlement and deflection from the added mass of the concrete deck/slab. The Contractor shall also install devices, such as telltales, by which the Engineer can readily measure settlement and deflection. The Contractor shall schedule the concrete placement so that it can be completely finished during. daylight. After dark finishing is permitted if the Engineer approves and if the Contractor provides adequate lighting. The placement operation shall cover the full width of the Roadway or the full width between construction joints. The Contractor shall locate any construction joint over a beam or web that can support the deck/slab on either side of the joint. The joint shall not occur over a pier unless the Plans permit. Each joint shall be formed vertically and in true alignment. The Contractor shall not release falsework or wedges supporting pours on either side of a joint until each side has aged as these Specifications require. 50 Amendments Placement of concrete for bridge decks and bridge approach slabs shall comply with Section 6-02.3(6).The Engineer shall approve the placement method. In placing the concrete, the Contractor shall: 1. Place it (without segregation) against concrete placed earlier, as near as possible to its final position, approximately to grade, and in shallow, closely spaced piles; 2. Consolidate it around reinforcing steel by using vibrators before strike -off by the finishing machine; 3. Not use vibrators to move concrete; 4. Not revibrate any concrete surface areas where workers have stopped prior to screeding; 5. Remove any concrete splashed onto reinforcing steel in adjacent segments before concreting them; 6. Tamp and strike off the concrete with a template or strike board moving slowly forward at an even speed; 7. Maintain a slight excess of concrete in front of the cutting edge across the entire width of the placement operation; 8. Make enough passes with the strike -board (without overfinishing and bringing excessive amounts of mortar to the surface) to create a surface that is true and ready for final finish; and 9. Leave a thin, even film of mortar on the concrete surface after the last pass of the strike -board. Workers shall complete all post screeding operations without walking on the concrete. This may require work bridges spanning the full width of the slab. After removing the screed supports, the Contractor shall fill the voids with concrete (not mortar). If necessary, as determined by the Engineer, the Contractor shall float the surface left by the finishing machine to remove roughness, minor irregularities, and seal the surface of the concrete. Floating shall leave a smooth and even surface. Float finishing shall be kept to a minimum number of passes so air bubbles in the concrete are not released. The floats shall be at least 4 -feet long. Each transverse pass of the float shall overlap the previous pass by at least half the length of the float. The first floating shall be at right angles to the strike -off. The second floating shall be at right angles to the centerline of the span. A smooth riding surface shall be maintained across construction joints. Expansion joints shall be finished with a 1/2 -inch radius edger. 51 Amendments After floating, but while the concrete remains plastic, the Contractor shall test the entire deck/slab for flatness (allowing for crown, camber, and vertical curvature). The testing shall be done with a 10 -foot straightedge held on the surface. The straightedge shall be advanced in successive positions parallel to the centerline, moving not more than 1/2 the length of the straightedge each time it advances. This procedure shall be repeated with the straightedge held perpendicular to the centerline. An acceptable surface shall be one free from deviations of more than 1/8 - inch under the 10 -foot straightedge. If the test reveals depressions, the Contractor shall fill them with freshly mixed concrete, strike off, consolidate, and refinish them. High areas shall be cut down and refinished. Retesting and refinishing shall continue until an acceptable, deviation free surface is produced. The hardened concrete shall meet all smoothness requirements of these Specifications even though the tests require corrective Work. The Contractor shall texture the bridge deck and bridge approach slab by combing the final surface perpendicular to the centerline. Made of a single row of metal tines, the comb shall leave striations in the fresh concrete approximately 3/16 -inch deep by 1/8 -inch wide and spaced approximately 1/2 -inch apart. The Engineer will decide actual depths at the site. (If the comb has not been approved, the Contractor shall obtain the Engineer's approval by demonstrating it on a test section.) The Contractor, may operate the combs manually or mechanically, either singly or with several placed end to end. The timing and method used shall produce the required texture without displacing larger particles of aggregate. Texturing shall end 2 -feet from curb lines. This 2 -foot untextured strip shall be hand finished with a steel trowel. If the Plans call for an overlay (to be constructed under the same Contract), such as hot mix asphalt, latex modified concrete, epoxy concrete, or similar, the Contractor shall produce the final finish by dragging a strip of damp, seamless burlap lengthwise over the full width of the deck/slab or by brooming it lightly. A burlap drag shall equal the deck/slab in width. Approximately 3 -feet of the drag shall contact the surface, with the least possible bow in its leading edge. It shall be kept wet and free of hardened lumps of concrete. When it fails to produce the required finish, the Contractor shall replace it. When not in use, it shall be lifted clear of the slab. After the deck/slab has cured, the surface shall not vary more than 1/8 -inch under a 10 -foot straightedge placed parallel and perpendicular to the centerline. The Contractor shall cut high spots down with a diamond faced, saw -type cutting machine. This machine shall cut through mortar and aggregate without breaking or dislodging the aggregate or causing spalls. Low spots shall be built up utilizing a grout or concrete with a strength equal to or greater than the required 28 -day strength of the deck/slab. The method of build-up shall be submitted to the Engineer for approval. The surface texture on any area cut down or built up shall match closely that of the surrounding bridge deck or bridge approach slab area. The entire bridge deck and bridge approach slab shall provide a smooth riding surface. 52 Amendments 6-02.3(10)E Sidewalk Concrete for sidewalk shall be well compacted, struck off with a strike -board, and floated with a wooden float to achieve a surface that does not vary more than '/- inch under a 10 -foot straightedge. An edging tool shall be used to finish all sidewalk edges and expansion joints. The final surface shall have a granular texture that will not turn slick when wet. 6-02.3(10)F Bridge Approach Slab Orientation and Anchors Bridge approach slabs shall be constructed full bridge deck width from outside usable Shoulder to outside usable Shoulder at an elevation to match the Structure. The bridge approach slabs shall be modifiedas shown in the Plans to accommodate the grate inlets at the bridge ends if the grate inlets are required. Bridge approach slab anchors shall be installed as detailed in the Plans and the anchor rods, couplers, and nuts shall conform to Section 9-06.5(1). The steel plates shall conform to ASTM A 36. All metal parts shall receive 1 coat of paint conforming to Section 9-08.1(2)F. The pipe shall be any non -perforated PE or PVC pipe of the diameter specified in the Plans. Polystyrene shall conform to Section 9-04.6. The anchors shall be installed parallel both to profile grade and center line of Roadway. The Contractor shall secure the anchors to ensure that they will not be misaligned during concrete placement. For Method B anchors installations, the epoxy bonding agent used to install the anchors shall be Type IV conforming to Section 9-26.1. The compression seal shall be as noted in the Contract documents. Dowel bars shall be installed in the bridge approach slabs in accordance with the requirements of the Standard Plans and Section 5-05.3(10). After curing bridge approach slabs in accordance with Section 6-02.3(11), the bridge approach slabs may be opened to traffic when a minimum compressive strength of 2,500 psi is achieved. 6-02.3(12) Construction Joints The content of this section is deleted. This section is supplemented with the following sub -sections: 6-02.3(12)A Construction Joints in New Construction If the Engineer approves, the Contractor may add, delete, or relocate construction joints shown in the Plans. Any request for such changes shall be in writing, accompanied by a drawing that depicts them. The Contractor will bear any added costs that result from such changes. All construction joints shall be formed neatly with grade strips or other approved methods. The Contracting Agency will not accept irregular or wavy pour lines. All joints shall be horizontal, vertical, or perpendicular to the main reinforcement. The Contractor shall not use an edger on any construction joint, and shall remove any lip or edging before making the adjacent pour. If the Plans require a roughened surface on the joint, the Contractor shall strike it off to leave grooves at right angles to the length of the member. The grooves shall be 1/2 -inch to 1 -inch wide, 1/4 -inch to 1/2 -inch deep, and spaced equally at twice the width of the groove. If the first strike -off does not produce the required roughness, 53 Amendments the Contractor shall repeat the process before the concrete reaches initial set. The final surface shall be clean and without laitance or loose material. If the Plans do not require a roughened surface, the Contractor shall include shear keys at all construction joints. These keys shall provide a positive, mechanical bond. Shear keys shall be formed depressions and the forms shall not be removed until the concrete has been in place at least 12 hours. Forms shall be slightly beveled to ensure ready removal. Raised shear keys are not allowed. Shear keys for the tops of beams, at tops and bottoms of boxed girder webs, in diaphragms, and in crossbeams shall: 1. Be formed with 2- by 8 -inch wood blocks; 2. Measure 8 -inches lengthwise along the beam or girder stem; 3. Measure 4 -inches less than the width of the stem, beam, crossbeam, etc. (measured transverse of the stem); and 4. Be spaced at 16 -inches center to center. Unless the Plans show otherwise, in other locations (not named above), shear keys shall equal approximately one third of the joint area and shall be approximately 11 /2 -inches deep. Before placing fresh concrete against cured concrete, the Contractor shall thoroughly clean and saturate the cured surface. All loose particles, dust, dirt, laitance, oil, or film of any sort shall be removed by method(s) as approved by the Engineer. The cleaned surface shall be saturated with water for a minimum of four hours before the fresh concrete is placed. Before placing the reinforcing mat for footings on seals, the Contractor shall: (1) remove all scum, laitance, and loose gravel and sediment; (2) clean the construction joint at the top of the seals; and (3) chip off any high spots on the seals that would prevent the footing steel from being placed in the position required by the Plans. 6-02.3(12)B Construction Joints between Existing and New Construction If the Plans or Special Provisions require a roughened surface on the joint, the Contractor shall thoroughly roughen the existing surface to a uniformly distributed 1 /4 -inch minimum amplitude surface profile, with peaks spaced at a maximum of 1 inch, by method(s) as approved by the Engineer. If the Plans or Special Provisions do not require a roughened surface on the joint, the Contractor shall remove all loose particles, dust, dirt, laitance, oil, or film of any sort by method(s) as approved by the Engineer. Before placing fresh concrete against existing concrete, the Contractor shall thoroughly clean and saturate the existing surface. All loose particles, dust, dirt, laitance, oil or film of any sort shall be removed by method(s) as approved by the Engineer. The cleaned surface shall be saturated with water for a minimum of four hours before the fresh concrete is placed. 54 Amendments 6-02.3(14) Finishing Concrete Surfaces The following new sub -section is inserted after Section 6-02.3(14)B: 6-02.3(14)C Pigmented Sealer for Concrete Surfaces All surfaces specified in the Plans to receive pigmented sealer shall receive a Class 2 surface finish, (except that concrete barrier surfaces shall be finished in accordance with Section 6-02.3(11)A) and shall receive a light brush sandblasting in order that complete neutralization of the surface and subsequent penetration of the pigmented sealer is achieved. All curing agents and form release agents shall be removed. The surface shall be dry, clean and prepared in accordance with the manufacturer's written instructions. The Contractor shall submit four copies of the manufacturer's written instructions. The Contractor shall not apply pigmented sealer from a batch greater than twelve months past the initial date of color sample approval of that batch by the Engineer. The pigmented sealer color or colors for specific concrete surfaces shall be as specified in the Special Provisions. The pigmented sealer shall be spray applied in accordance with the manufacturer's written instructions for application, air temperature required for sealer application and curing, qualification of applicator, rate of application, and number of coats to apply. Pigmented sealer shall not be applied until the concrete has cured for at least 28 days. Pigmented sealer shall not be applied upon damp surfaces, nor shall it be applied when the air is misty, or otherwise unsatisfactory for the work, in the opinion of the manufacturer or the Engineer. The final appearance shall have an even and uniform color acceptable to the Engineer. For concrete surfaces such as columns, retaining walls, pier walls, abutments, concrete fascia panels, and noise barrier wall panels, the pigmented sealer shall extend to one foot below the finish ground line, unless otherwise shown in the Plans. 6-02.3(17)N Removal of Falsework and Forms The fifth paragraph, beginning with "The Contractor may remove side forms, traffic barrier form, and pedestrian barrier forms" etc, is deleted. 6-02.3(17)0 Early Concrete Test Cylinder Breaks The third paragraph is revised to read: The cylinders shall be cured in accordance with WSDOT FOP for AASHTO T 23. 6-C)2.3(20) Grout for Anchor Bolts and Bridge Bearings This section's title is revised to read: 6-02.3(20) Grout for Anchor Bolts and Bridge Bearings 55 Amendments 6-02.3(24)B Protection of Materials Under the fourth paragraph, item 1. is revised to read: 1. Bycleaning and applying a coat of paint conforming to Section 9-08.1(2)B over all exposed surfaces of steel, or Under the fourth paragraph, item 2. is revised to read: 2. By cleaning and painting paint conforming to Section 9-08.1(2)B on the first 6 - inches of the steel bars protruding from the concrete and covering the bars with polyethylene sleeves. 6-02.3(24)E Welding Reinforcing Steel The reference to "ASTM A 615" in the first sentence of the seventh paragraph is deleted. 6-02.3(25) Prestressed Concrete Girders In the fourth paragraph, the second sentence in Prestressed Concrete Wide Flange I Girder is revised to read: WSDOT standard girders in this category include Series WF42G, WF50G, WF58G, WF66G, WF74G, WF83G, WF95G and WF100G. In the fourth paragraph, the seventh sentence in Spliced Prestressed Concrete Girder is revised to read: WSDOT standard girders in this category include Series WF66PTG, WF74PTG, WF83PTG, WF95PTG and WF100PTG. 6-02.3(25)B Casting The reference to Section 9-23.7 in the second sentence of the third paragraph is deleted. 6-02.3(25)C Prestressing The fifth paragraph is revised to read: From manufacture to encasement inconcrete, prestressing strand shall be protected against dirt, oil, grease, damage, and all corrosives. Strand shall be stored in a dry covered area and shall be kept in the manufacturer's original packaging until placement in the forms. If prestressing strand has been damaged or pitted, it will be rejected. Prestressing strand with rust shall be spot cleaned with a non-metallic pad to inspect for any sign of pitting or section loss. 6-02.3(25)G Protection of Exposed Reinforcement The first sentence in the first paragraph is revised to read: When a girder is removed from its casting bed, all bars and strands projecting from the girder shall be cleaned and painted with a minimum dry film thickness of 1 -mil of paint conforming to Section 9-08.1(2)B. 56 Amendments 6-02.3(25)J Horizontal Alignment The first paragraph is revised to read: The Contractor shall check and record the horizontal alignment of the top and bottom flanges of each girder at the following times: 1. Initial - upon removal of the girder from the casting bed; 2. Final - within 2 -weeks, but not less than 3 -days prior to shipment; and 3. Storage - between 115 to 125 -days after casting, if the girder remains in storage for a period exceeding 120 -days. Each check shall be made by measuring the distance between each flange and a chord that extends the full length of the girder. The Contractor shall perform and record each check at a time when the alignment of the girder is not influenced by temporary differences in surface temperature. Records for the Initial check shall be included in the Contractor's Prestressed Concrete Certificate of Compliance. Records for the Final and Storage checks shall be provided to the Engineer for approval. The first sentence in the fifth paragraph is deleted. 6-02.3(25)K Girder Deflection The first paragraph is revised to read: The Contractor shall check and record the vertical deflection (camber) of each girder at the following times: 1. Initial - upon removal of the girder from the casting bed; and 2. Storage - within 2 -weeks, but not Tess than 3 -days prior to shipment, if the girder remains in storage for a period exceeding 120 -days. The Contractor shall perform and record each check at a time when the alignment of the girder is not influenced by temporary differences in surface temperature. These records shall be available for the Engineer's inspection, and in the case of girders older than 120 -days, shall be transmitted to the Engineer as soon as practical for evaluation of the effect of long-term storage on the "D" dimension. Records for the Initial check shall be included in the Contractor's Prestressed Concrete Certificate of Compliance. Records for the Storage check shall be provided to the Engineer for approval. 6-02.3(25)L Handling and Storage The fifth sentence in the third paragraph is deleted. 57 Amendments 1 a 6-02.3(25)N Prestressed Concrete Girder Erection The fourth paragraph is revised to read: 1 11 1 11 11 11 11 IT 1 1 When prestressed girders arrive on the. project, the Project Engineer will confirm that they are stamped "Approved for Shipment", that the final horizontal alignment and deflection (camber) check records have been approved, -and that they have not been damaged in shipment, before accepting them. 6-02.3(26)E Ducts The first six paragraphs under the heading Ducts for Internal Embedded Installation are revised to read: Ducts, including their splices, shall be semi-rigid, air and mortar tight, corrugated plastic ducts of virgin polyethylene or polypropylene materials, free of water soluble chlorides or other chemicals reactive with concrete or post -tensioning reinforcement. Ducts, including their splices, shall either have a white coating on the outside or shall be of a white material with ultraviolet stabilizers added. Ducts, including their splices, shall be capable of withstanding concrete pressures without deforming or permitting the intrusion of cement paste during placement of concrete. All fasteners shall be appropriate for use with plastic ducts, and all clamps shall be of an approved plastic material. Polyethylene ducts shall conform to ASTM D 3350 with a cell classification of 345464A. Polypropylene ducts shall conform to ASTM D 4101 with a cell classification of either PP0340B14541 or PP0340B67884. Resins used for duct fabrication shall have a minimum oxidation induction time of 20 minutes, in accordance with ASTM D 3895, based on tests performed by the duct fabricator on samples taken from the lot of finished product. The duct thickness shall be as specified in Section 10.8.3 of the AASHTO LRFD Bridge Construction Specifications, latest edition and current interims. Each duct shall maintain the required profile within a placement tolerance of plus or minus'/4 inch for longitudinal tendons and plus or minus '/e inch for transverse slab tendons during all phases of the work. The minimum acceptable radius of curvature shall be as recommended by the duct manufacturer and as supported by documented industry standard testing. The ducts shall be completely sealed to keep out all mortar. Each duct shall be located to place the tendon at the center of gravity alignment shown in the Plans. To keep friction losses to a minimum, the Contractor shall install ducts to the exact lines and grades shown in the Plans. Once in place, the ducts shall be tied firmly in position before they are covered with concrete. During concrete placement, the Contractor shall not displace or damage the ducts. The ends of the ducts shall: 1. Permit free movement of anchorage devices, and 2. Remain covered after installation in the forms to keep out all water or debris. 58 Amendments Immediately after any concrete placement, the Contractor shall force blasts of oil - free, compressed air through the ducts to break up and remove any mortar inside before it hardens. Before deck concrete is placed, the Contractor shall satisfy the Engineer that ducts are unobstructed and contain nothing that could interfere with tendon installation, tensioning, or grouting. If the tendons are in place, the Contractor shall show that they are free in the duct. Ducts shall be capped and sealed at all times until the completion of grouting to prevent the intrusion of water. The last paragraph under the heading Ducts for Internal Embedded Installation is revised to read: When the duct must be curved in a tight radius, more flexible duct may be used, subject to the Engineer's approval. The first paragraph under the heading Ducts for External Exposed Installation is revised to read: Duct shall be high-density polyethylene (HDPE) conforming to ASTM D 3350. The cell classification for each property listed in Table 1 shall be as follows: This section is supplemented with the following: Vents, Grout Injection Ports, Drains and Caps The Contractor shall install vents at high points and drains at low points of the tendon profile (and at other places if the Plans require). Vents at high points shall consist of a set of three vents - one to be installed at the high point of the duct, and flanking vents to be installed on either side of the high point vent at locations where the duct profile is 8 to 12 inches below the elevation of the high point vent. Vents shall include grout injection ports. Vents and drains shall have a minimum inside diameter of 3/4 inches, and shall be of either stainless steel, nylon, or polyolefin materials, free of water soluble chlorides or other chemicals reactive with concrete or post -tensioning reinforcement. Stainless steel vents and drains shall conform to ASTM A 240 Type 316. Nylon vents and drains shall conform to cell classification S-PA0141 (weather resistant). Polyolefin vents and drains shall contain an antioxidant with a minimum oxidation induction time of 20 minutes in accordance with ASTM D 3895. Polyolefin vents and drains shall also have a stress crack resistance of three hours minimum when tested at an applied stress of 350 psi in accordance with ASTM F 2136. All fasteners shall be appropriate for use with plastic ducts, and all clamps shall be of an approved plastic material. Taping of connections is not allowed. Valves shall be positive mechanical shut-off valves. Valves, and associated caps, shall have a minimum pressure rating of 100 psi. Vents shall point upwardand remain closed until grouting begins. Drains shall point downward and remain open until grouting begins. Ends of stainless steel vents and drains shall be removed 1 -inch inside the concrete surface after grouting has been completed. Ends of nylon or polyolefin vents and drains may be left flush to the surface unless otherwise specified by the Engineer. Vents, except for grout 59 Amendments injection, are not required for transverse post -tensioning ducts in the roadway slab unless specified in the Plans. Caps shall be made of either stainless steel or fiber reinforced polymer (FRP). Stainless steel caps shall conform to ASTM A 240 Type 316L. The resin for FRP caps shall be either nylon, polyester, or acrylonitrite butadiene styrene (ABS).. Nylon shall conform to cell classification S-PA0141 (weather resistant). Caps shall be sealed with "0" ring seals or precision fitted flat gaskets placed against the bearing plate. Caps shall be fastened to the anchorage with stainless steel bolts conforming to ASTM A 240 Type 316L. Leak Tightness Testing The Contractor shall test each completed duct assembly for leak tightness, prior to casting concrete and placing post -tensioning reinforcement. The Contractor shall submit the equipment used to conduct the leak tightness testing and to monitor and record the pressure maintained in and lost from the closed assembly, and the process to be followed in conducting the leak tightness testing, to the Engineer for approval along with the post -tensioning system shop drawings in accordance with Section 6-02.3(26)A. Prior to testing, all vents, grout injection ports, and drains shall either be capped or have their shut-off valves closed. The Contractor shall pressurize the completed duct assembly to an initial air pressure of 50 psi. This pressure shall be held for five minutes to allow for internal adjustments within the assembly. After five minutes,. the air supply valve shall be closed. The Contractor shall monitor and measure the pressure maintained within the closed assembly, and any subsequent loss of pressure, over a period of one minute following the closure of the air supply valve. Locations of leakage shall be identified, repaired or reconstructed, and the repaired reassembled duct system retested. The cycle of testing, repair and retesting of each completed duct assembly shall continue until the completed duct assembly completes a test with pressure loss within the specified amount. The maximum pressure loss for duct assemblies equal to or less than 150 feet in length shall be 25 psig. The maximum pressure loss for duct assemblies greater than 150 feet in length shall be 15 psig. 6-02.3(26)F Prestressing Reinforcement The fourth paragraph is revised to read: From manufacture to encasement in concrete or grout, prestressing strand shall be protected against dirt, oil, grease, damage, and all corrosives. Strand shall be stored in a dry covered area and shall be kept in the manufacturer's original packaging. If prestressing strand has been damaged or pitted, it will be rejected. Prestressing strand with rust shall be spot cleaned with a non-metallic pad to inspect for any sign of pitting or section loss. If the prestressing reinforcement will not be stressed and grouted for more than seven calendar days after it is placed in the ducts, the Contractor shall place an approved corrosion inhibitor conforming to Federal Specification MIL -P -3420F-87 in the ducts. 60 Amendments 6-02.3(26)H Grouting The following is inserted in front of the first paragraph of this section: Grout for post -tensioning reinforcement shall be a Class C pre-packaged, pumpable, non -segregating, non -shrink, high-strength grout conforming to the requirements specified in Section 10.9.3 of the AASHTO LRFD Bridge Construction Specifications, latest edition and current interims. Pre-packaged components of the grout mix shall be used within six months or less from date of manufacture to date of usage. Grout for post -tensioning reinforcement will be accepted based on manufacturer's certificate of compliance in accordance with Section 1-06.3, except that the water-cementitious material ratio of 0.45 maximum shall be field verified. All grout produced for any single structure shall be furnished by one supplier. All grouting operations shall be conducted by ASBI certified grout technicians. The Contractor shall submit a grouting operation plan to the Engineer for approval in accordance with Section 6-01.9. The grouting operation plan shall include, but not be limited to, the following: 1. Names of the grout technicians, accompanied by documentation of their ASBI certification. 2. Type, quantity and brand of materials used in the grouting operations, including all manufacturer's certificates of compliance. 3. Type of equipment to be used, including meters and measuring devices used to positively measure the quantity of materials used to mix the post - tensioning grout, the equipment capacity in relation to demand and working conditions, and all back-up equipment and spare parts. 4. General grouting procedure. 5. Duct leak tightness testing and repair procedures as specified in Section 6- 02.3(26)E. 6. Methods used to control the rate of grout flow within the ducts. 7. Theoretical grout volume calculations, and target flow rates recommended by the grout manufacturer as a function of the mixer equipment and the expected range of ambient temperatures. 8. Grout mixing and pumping procedures. 9. Direction of grouting. 10. Sequence of use of the grout injection ports, vents and drains. 11. Procedures for handling blockages. 12. Procedures for post -grouting repairs. 61 Amendments The Contractor shall not begin grouting operations until receiving the Engineer's approval of the grouting operation plan. Post -tensioning grout shall be mixed in accordance with the pre-packaged grout manufacturer's recommendations using high -shear colloidal mixers. Mechanical paddle mixers will not be allowed. The grout produced for filling post -tensioning ducts shall be free of lumps and undispersed cement. All equipment used to mix each batch of post -tensioning grout shall be equipped with appropriate meters and measuring devices , to positively measure all quantities of all materials used to produce the mixed grout. The field test for water-cementitious materials ratio shall be performed prior to beginning the grout injection process. Grouting shall not begin until the material properties of each batch of grout have been confirmed as acceptable. The fourth paragraph is deleted. The fifth paragraph is' deleted. The sixth paragraph is deleted 6-02.5 Payment The paragraph following bid item "Commercial Concrete" is supplemented with the following: All costs in connection with furnishing and applying pigmented sealer to concrete surfaces as specified shall be included in the unit contract price per cubic yard for "Conc. Class ". If the concrete is to be paid for other than by class of concrete then the costs shall be included in the applicable adjacent item of work. SECTION 6-11, REINFORCED CONCRETE WALLS August 4, 2008 6-11.3(3) Precast Concrete Wall Stem Panels The first sentence in the first paragraph is revised to read: The Contractor may fabricate precast concrete wall stem panels for construction of Standard Plan Retaining Walls. The first sentence in the second paragraph is revised to read: The precast concrete wall stem panels shall be designed in accordance with the following codes: The first sentence in number 1. in the second paragraph is revised to read: 1. For all Toads except as otherwise noted - AASHTO LRFD Bridge Design Specifications; latest edition and current interims. 62 Amendments 6-11.3(5) Backfill, Weepholes and Gutters The first sentence in the first paragraph is revised to read: Unless the Plans specify otherwise, backfill and weepholes shall be placed in accordance with the Standard Plans and Section 6-02.3(22). SECTION 6-16, SOLDIER PILE AND SOLDIER PILE TIEBACK WALLS April 6, 2009 6-16.3(2) Submittals The first paragraph is revised to read: The Contractor shall submit shop plans as specified in Section 6-03.3(7) for all structural steel, including the steel soldier piles, and shall submit shop plans and working drawings as specified in Section 6-17.3(3) for permanent ground anchors, to the Engineer for approval. 6-16.3(4) Installing Soldier Piles The second sentence in the second paragraph is revised to read: Concrete cover over the soldier pile shall be 3 -inches minimum, except that the cover over the soldier pile flange plate reinforcing at permanent ground anchor locations shall be 1-1/2 inches minimum. 6-16.3(6) Installing Timber Lagging and Permanent Ground Anchors This section including title is revised to read: 6-16.3(6) Designing and Installing Lagging, and Installing Permanent Ground Anchors Lagging for soldier pile walls shall conform to one of the following two categories: Temporary lagging is defined as lagging that is in service as a structural member for a maximum of 36 months before a permanent load carrying fascia is in place, except for the following exception. Lagging for soldier pile walls in site soils conforming to an excluded soil type as defined under Section 6- 16.3(6)A will be classified as permanent lagging conforming to Section 6- 16.3(6)C, in which case this requirement will be specified in the Plans along with design details for such lagging. Permanent lagging is defined as all lagging not conforming to the definition of temporary lagging as specified above. 63 Amendments This section is supplemented with the following new subsections: 6-16.3(6)A Soil Classification For the purposes of designing lagging for soldier pile walls, soils shall be categorized in the following classifications: Soil Type 1 The following shall be considered Type 1 soils: 1. Cohesive fine grained soils either CL or CH of medium consistency with yH/S„ < 5. 2. Cohesive fine grained soils either CL or CH that are stiff to very stiff and non -fissured. 3. Fine grained soils either ML or SM -ML that are above the water table. 4. Coarse grained soils either GW, GP, GM, GC, SW, SP or SM that are medium dense to dense. Soil Type 2 The following shall be considered Type 2 soils: 1. Cohesive fine grained soils either CL or CH that are heavily over consolidated and fissured. 2. Fine grained ML soils or coarse grained SM -ML soils that are below the water table. 3. Coarse grained SC soil that is medium dense to dense and is below the water table. 4. Coarse grained soils either SW, SP or SM that are loose. Soil Type 3 The following shall be considered Type 3 soils: 1. Cohesive fine grained soils either CL or CH that are soft with yH/S„ > 5. 2. Fine grained slightly plastic ML soil that is below the water table. 3. Coarse grained SC soil that is loose and below the water table. Exclusions Regardless of whether site soils conform to one of the soil types defined above, site soils under the following conditions are excluded from the Type 1, Type 2, and Type 3 soil classifications: 1. Disturbed soils such as those in landslides or known unstable areas. 2. Layered soils dipping into the excavation steeper than 4H:1 V. 64 Amendments Lagging for soldier pile walls located in site soils excluded from the Type 1, Type 2, and Type 3 soil classifications shall be designed in accordance with the latest AASHTO LRFD Bridge Design Specifications with current interim specifications. Use of the table in Section 6-16.3(6)B for timber lagging in these situations will not be allowed. 6-16.3(6)B Temporary Lagging The Contractor shall design temporary lagging for all soldier pile walls. The temporary lagging design shall be based on the following: 1. The AASHTO LRFD Bridge Design Specifications, latest edition with current interim specifications, except that timber members used for temporary lagging may be selected based on the table below. 2. The soil type as specified in the Plans or as determined from the geotechnical report prepared for the project. 3. The soil pressure diagram, either as shown in the Plans or as included in the geotechnical report prepared for the project, including the surcharge for temporary construction load when shown in the Plans. The Contractor shall submit the soldier pile wall lagging design working drawings and supporting design calculations to the Engineer for approval in accordance with Section 6-01.9. The submittal shall include, but not be limited to, the following: 1. Description of the material used for the lagging, including identification of applicable material specifications. 2. Installation method and sequence. 3. If the lagging material is to be removed during or after installation of the permanent fascia, a description of how the lagging is removed without disturbing or damaging the fascia, soldier piles, and retained soil, and a description of how, and with what material, the void left by the removal of lagging is to be filled. 4. For all cases, except with timber for temporary lagging, a description with appropriate details of how subsurface drainage is to be accommodated, either in accordance with Section 6-16.3(7) for timber lagging, Section 6- 15.3(7) for shotcrete facing, or other means appropriate for the geotechnical site conditions and approved by the Engineer for other lagging materials. Lagging materials and lagging installation methods that cause the build-up of, and prevent the relief of, pore water pressure will not be allowed. Free draining materials are defined as those materials that exhibit a greater permeability than the material being retained. Temporary lagging may be untreated timber conforming to the Section 9-09.2 requirements specified under Structures for timber lagging, or another material selected by the Contractor. Timber for temporary lagging shall conform to the minimum actual thickness specified in the table below for the soil type, exposed wall height, and lagging clear span as shown in the Plans. 65 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Minimum Actual Thickness of Timber Used As Temporary Lag ing Soil Type (') 1 1 2 2 3 3 3 Exposed Wall Height (feet) 25 and under Over 25 to 60 25 and under Over 25 to 60 15 and under Over 15 to 25 Over 25 Clear Span Of Lagging (feet) Minimum Actual Thickness of Rough Cut Timber Lagging (inches) (3) 5 .2 3 3 3 3 3 4 6 3 3 3 3 3 4 5 7 3 3 3 4 4 5 6 8 3 4 4 4 5 6 (2) 9 4 4 4 5 (2) (2) (2) 10 4 5 5 _ 5 (2) (2) (2) (1) Soil Type as defined in Section 6-16.3(6)A (2) For exposed wall heights exceeding the limits in the table above, or where minimum rough cut lagging thickness is not provided, the Contractor shall design the lagging in accordance with the latest AASHTO LRFD Bridge Design Specifications with current interim specifications. (3) Table modified from FHWA document "Lateral Support Systems and Underpinning" (Report No. FHWA-RD-75-130) Notwithstanding the requirements of Section 1-06.1, steel materials used by the Contractor as temporary lagging may be used (second hand) provided that the use of such used (second hand) steel materials shall be subject to visual inspection and approval by the Engineer. For used (second hand) steel materials where the grade of steel cannot be positively identified, the design stresses for the steel shall conform to the Section 6-02.3(17)B requirements for salvaged steel, regardless of whether rivets are present or not. 6-16.3(6)C Permanent Lagging Permanent lagging, including timber, shall be as shown in the Plans. The use of the table in Section 6-16.3(6)B for the design of timber lagging for permanent lagging will not be allowed. 6-16.3(6)D Installing Lagging and Permanent Ground Anchors The excavation and removal of CDF and pumpable lean concrete for the lagging installation shall proceed in advance of the lagging, and shall not begin until the CDF and pumpable lean concrete are of sufficient strength that the material remains in place during excavation and lagging installation. If the CDF or pumpable lean concrete separates from the soldier pile, or caves or spalls from around the soldier pile, the Contractor shall discontinue excavation and lagging installation operations until the CDF and pumpable lean concrete is completely set. The bottom of the excavation in front of the wall shall be level. Excavation shall conform to Section 2-03. For walls without permanent ground anchors, the bottom of excavation shall not be more than three feet below the bottom level of the lagging already installed, but in no case shall the depth of excavation beneath the bottom level of installed lagging 66 Amendments be such to cause instability of the excavated face. For walls with permanent ground anchors, the bottom of excavation shall be not more than three feet below the permanent ground anchor level until all permanent ground anchors at that level are installed and stressed, but in no case shall the depth of excavation beneath the permanent ground anchor level be such to cause instability of the excavated face. Any caving that occurs during excavation shall be backfilled with free draining material as approved by the Engineer. Installing, stressing, and testing the permanent ground anchors shall be in accordance with Section 6-17 and the construction sequence specified in the Plans. The lagging shall be installed from the top of the soldier pile proceeding downward. The lagging shall make direct contact with the soil. When and where lagging is not in full contact with the soil being retained, either the lagging shall be wedged back to create contact or the void shall be filled with a free draining material as approved by the Engineer. When utilizing lagging in fill situations, the backfill layers shall be placed in accordance with Section 2-03.3(14). except that all layers shall be compacted to 90 percent of maximum density. 6-16.3(7) Prefabricated Drainage Mat The first paragraph is revised to read: For walls with concrete fascia panels, a four foot wide strip of prefabricated drainage mat shall be installed full height of the concrete fascia panel, centered between soldier pile flanges, unless otherwise shown in the Plans. 6-16.4 Measurement The third paragraph is revised to read: Lagging will be measured by the square foot area of lagging installed. The quantity will be computed based on the vertical dimension from the highest lagging elevation to the lowest lagging elevation between each pair of adjacent soldier piles as the height dimension, and the center -to -center spacing of the soldier piles as the length dimension. 6-16.5 Payment The third bid item and the following paragraph is revised to read: "Lagging", per square foot. All costs in connection with furnishing and installing lagging shall be included in the unit contract price per square foot for "Lagging", including design of temporary lagging, and filling voids behind the lagging with a free draining material as approved by the Engineer. 67 Amendments SECTION 7-04, STORM SEWERS December 1, 2008 7-04.2 Materials In the chart for Storm Sewer Pipe Schedules, for Schedule B, 15' — 25', in the column for PE, insert "Allowed". SECTION 7-05, MANHOLES, INLETS, CATCHBASINS, AND DRYWELLS August 3, 2009 7-05.2 Materials The referenced section for Precast Concrete Manhole is revised to 9-05.50(2). The referenced section for Precast Concrete Catch Basins is revised to 9-05.50(3). The referenced section for Precast Concrete Drywells is revised to 9-05.50(5). This section is supplemented with the following: Precast Concrete Inlets 9-05.50(4) SECTION 7-07, CLEANING EXISTING DRAINAGE STRUCTURES August 3, 2009 7-07.3 Construction Requirements The last sentence of the first paragraph is revised to read: Existing drainage facilities shall be kept clean throughout the life of the project and be clean upon final acceptance of the Work. This section is supplemented with the following: Material to be removed shall be disposed of in the following manner: 1. Structures specifically noted in the Contract that are suspected to contain contaminated sediment shall be disposed of at a licensed disposal facility. 2. While performing the Work, if drainage water and/or soil appear oily, exhibits an unusual color or odor, or if staining or corrosion is observed, the. Contractor shall stop work and immediately notify the Engineer. Additional work necessary in handling materials shall be in accordance with Section 1-04.4. 3. If sediment and water from structures does not meet the conditions described in 1 or 2 above, material may be placed in an upland area with no possibility of surface runoff to waters of the state, including wetlands. While performing the Work, the Contractor shall implement all necessary best management practices and measures to meet the conditions of Section 1-07.5. 68 Amendments SECTION 8-01, EROSION CONTROL AND WATER POLLUTION CONTROL August 3, 2009 8-01.1 Description This section is revised to read: This Work consists of furnishing, installing, maintaining, removing and disposing of high visibility fence, and water pollution and erosion control items in accordance with these Specifications and as shown in the Plans or as designated by the Engineer. 8-01.2 Materials The following is inserted below the item "Erosion Control Devices 9.14.5": High Visibility Fence 9-14.5 8-01.3(1) General The following is inserted at the beginning of this section: The Contractor shall install a high visibility fence along the site preservation lines shown in the Plans or as instructed by the Engineer. Post spacing and attachment of the fence fabric to the posts shall be as shown in the Plans. The fence shall not be fastened to trees. Throughout the life of the project, the Contractor shall preserve and protect the delineated area, acting immediately to repair or restore any fencing damaged or removed. The following is inserted at the beginning of the paragraph above the table: All sediment control devices including, but not limited to sediment ponds, perimeter silt fencing, or other sediment trapping BMPs shall be installed prior to any ground disturbing activity. The first sentence in the eighth paragraph is revised to read: Erodible earth not being worked, whether at final grade or not, shall be covered within the following time period, using an approved soil covering practice: The ninth paragraph is revised to read: If the Engineer, under Section 1-08.6, orders the Work suspended, the Contractor shall continue to control erosion, pollution, and runoff during the shutdown. 8-01.3(1)A Submittals The following is inserted after the first sentence: If modified, the Contractor's TESC Plan shall meet all requirements of Chapter 6-2 of the current edition of the WSDOT Highway Runoff Manual. 69 Amendments 8-01.3(1)C Water Management The following is inserted at the beginning of this section: Unless site water is to be managed in accordance with the conditions of a waste discharge permit from a local permitting authority, site water shall be managed as follows: Item 2. "Process Water" is supplemented with the following new first paragraph: High pH process water or wastewater (non-stormwater) that is generated on-site, including water generated during concrete grinding, rubblizing, washout, and hydrodemolition activities, shall not be discharged to waters of the state including wetlands. Water may be infiltrated upon the approval of the Engineer. Off-site disposal of concrete process water shall be in accordance with Standard Specification 5-01.3(11). 8-01.3(1)D Dispersion/Infiltration This section is revised to read: Water shall be conveyed only to dispersion or infiltration areas designated in the TESC Plan or to sites approved by the Engineer. Water shall be conveyed to designated dispersion areas at a rate that if runoff leaves the area and enters waters of the State, turbidity standards are achieved. Water shall be conveyed to designated infiltration areas at a rate that does not produce surface runoff. 8-01.3(2)D Mulching The second paragraph is supplemented with the following: Wood strand mulch shall be applied by hand or by straw blower. 8-01.3(2)E Tacking Agent and Soil Binders The second sentence in the fourth paragraph is revised to read: Pam may be reapplied on actively worked areas within a 48-hour period. 8-01.3(6)D Wattle Check Dam The reference to Section 8-01.3(10) is revised to Section 9-14.5(5). 8-01.3(12) Compost Sock The last paragraph is deleted. 8-01.3(13) Temporary Curb The first paragraph is revised to read: Temporary curbs may consist of asphalt, concrete, sand bags, compost socks, wattles, or geotextile/plastic encased berms of sand or gravel, or as approved by the Engineer. 70 Amendments 8-01.4 Measurement This section is supplemented with the following: High visibility fence will be measured by the linear foot along the ground line of the completed fence. 8-01.5 Payment This section is supplemented with the following: "`High Visibility Fence", per linear foot. The unit contract price per linear foot for "High Visibility Fence" shall be full pay for all costs to obtain, install, maintain, and remove the fence as specified. Once removed, the fencing shall remain the property of the Contractor. SECTION 8-12, CHAIN LINK FENCES AND WIRE FENCE August 3, 2009 8-12.3(1)A Posts All references to `Type 3 fence" in the second and third paragraphs are revised to read "Type 3 and Type 4 fences". The First sentence in the eighth paragraph is revised to read: Gate and pull posts shall be braced to the adjacent brace, end, or corner post(s) in the manner shown in the Standard Plans. The tenth paragraph is revised to read: All posts for chain Zink fence Types 1 and 6 shall be fitted with an approved top cap designed to fit securely over the post to support the top rail. All round posts for chain Zink fence Types 3 and 4 shall have approved top caps fastened securely to the posts. The base of the top cap fitting for round posts shall feature an apron around the outside of the posts. 8-12.3(1)C Tension Wire This section including title is revised to read: 8-12.3(1)C Tension Wire and Tension Cable Tension Wires shall be attached to the posts as detailed in the Standard Plans or as approved by the Engineer. Tension Cables shall be installed in accordance with Section 8-25.3(5). 8-12.3(1)D Chain Link Fabric The following new paragraph is inserted in front of the first paragraph: Attach the chain link fabric after the cables and wires have been properly tensioned and/or the top rail has been installed. 71 Amendments 1 The third and fourth sentences in the third paragraph are revised to read: Fastening to posts shall be with tie wire, metal bands, or other approved method attached at 14 -inch intervals. The top and bottom edge of the fabric shall be fastened with tie wires to the top rail, and with hog rings to the tension cable or top and bottom tension wires as may be applicable, spaced at 24 -inch intervals. 8-12.3(1)E Chain Link Gates The second sentence in the second paragraph is revised to read: The clean areas shall then be painted with 2 coats of paint conforming to Section 9- 08.1(2)B. SECTION 8-14, CEMENT CONCRETE SIDEWALKS August 3, 2009 i 8-14.3(3) Placing and Finishing Concrete The reference to "Federal Standard 595a" in the first sentence of the sixth paragraph is ' revised to read "Federal Standard 595". 1 SECTION 8-20, ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL August 3, 2009 1 8-20.1 Description 1 The first paragraph is revised to read: This Work consists of furnishing, installing and field testing all materials and equipment necessary to complete in place, fully functional system(s) of any or all of 1 the following types including modifications to an existing system all in accordance with approved methods, the Plans, the Special Provisions and these Specifications: ' 1. Traffic Signal System 2. Illumination System 3. Intelligent Transportation System 1 8-20.3(1) General The following new paragraph is inserted after the fifth paragraph: 1 The embedded anchors attaching existing electrical, illumination, and traffic signal systems specified for removal to existing concrete Structures shall be removed a minimum of one inch beneath the existing concrete surface. The void left by 1 removal of the embedded anchors shall be coated with epoxy bonding agent and filled with grout. The epoxy bonding agent shall be Type 11 conforming to Section 9- 26.1 with the grade and class as recommended by the epoxy bonding agent 1 manufacturer and as approved by the Engineer. The grout shall consist of cement and fine aggregate mixed in the proportions to match the color of the existing concrete surface as near as practicable. 1 72 Amendments 8-20.3(4) Foundations The fifth paragraph is revised to read: Where soil conditions are poor, the Engineer may order the Contractor to extend the foundations shown in the Plans to provide additional depth. Such additional Work will be paid for according to Section 1-04.4. 8-20.3(5) Conduit This section is revised to read: Installation of conduit shall conform to appropriate articles of the Code and these Specifications. The size of conduit used shall be as shown in the Plans. Conduits smaller than 1 - inch electrical trade size shall not be used unless otherwise specified, except that grounding conductors at service points may be enclosed in 1/2 -inch diameter conduit. Conduit between light standards, PPB, PS or type 1 poles and the nearest junction box shall be the diameter specified in the Plans. Larger size conduit is not allowed at these locations. At other locations it shall be the option of the Contractor, at no expense to the Contracting Agency, to use larger size conduit if desired, and where larger size conduit is used, it shall be for the entire length of the run from outlet to outlet. Reducing couplings will not be permitted. The ends of all conduits, metallic and non-metallic shall be reamed to remove burrs and rough edges. Field cuts shall be made square and true. Slip joints or running threads will not be permitted for coupling metallic conduit; however, running threads will be permitted in traffic signal head spiders and RGS outerduct. When installing rigid galvanized steel conduit and standard coupling cannot be used, an approved 3 -piece coupling shall be used. Conduit fittings and couplings for steel conduit shall be cleaned first and then painted with one coat of paint conforming to Section 9- 08.1(2)B. The paint shall have a minimum wet film thickness of 3 mils. The painted coating shall cover the entire coupling or fitting. The threads on all metallic conduit shall be rust -free, clean and painted with colloidal copper suspended in a petroleum vehicle before couplings are made. All metallic couplings shall be tightened so that a good electrical connection will be made throughout the entire length of the conduit run. If the conduit has been moved after assembly, it shall be given a final tightening from the ends prior to backfilling. Non-metallic conduit shall be assembled using the solvent cement specified in Section 9-29.1. Where the coating on galvanized conduit has been damaged in handling or installing, such damaged areas shall be thoroughly painted with paint conforming to Section 9-08.1(2)B. Conduit ends shall be capped (do not glue non metallic caps). Metallic conduit ends shall be threaded and capped with standard threaded conduit caps until wiring is started. When conduit caps are removed, the threaded ends shall be provided with approved conduit bushings or end bells (do not glue in place) for nonmetallic conduit. Conduit stubs from controller cabinet foundations shall extend to the nearest junction box in that system. Metallic conduit bends, shall have a radius consistent with the requirements of Article 344.24 and other articles of the Code. Where factory bends are not used, 73 Amendments conduit shall be bent, using an approved conduit bending tool employing correctly sized dies, without crimping or flattening, using the longest radius practicable. Nonmetallic conduit bends, where allowed, shall conform to Article 352.24 of the Code. Eighteen -inch radius elbows shall be used for PVC conduit of 2 -inch nominal diameter or less. Standard sweep elbows shall be used for PVC conduit with greater than 2 -inch nominal diameter unless otherwise specified in the Plans. In nonmetallic conduit less than 2 -inch nominal diameter, pull ropes or flat tapes for wire installation shall be not less than �/a inch diameter or width. In nonmetallic conduit of 2 -inch nominal diameter or larger, pull ropes or flat tapes for wire installation shall be not less than 'h inch diameter or width. Conduit shall be laid so that the top of the conduit is a minimum depth of: 1. 24 -inches below the bottom of curb in the sidewalk area. 2. 24 -inches below the top of the roadway base. 3. 48 -inches below the bottom of ties under railroad tracks unless otherwise specified by the railroad company. 4. 24 -inches below the finish grade in all other areas. Rigid galvanized steel conduit shall be installed at the following locations: 1. Within railroad right of way; 2. All pole risers, except when as otherwise required by owning utilities; 3. All surface mounted conduit, with the exception of electrical service utility poles. 4. All runs within slip form structures. Couplings in cabinet foundations shall be PVC schedule 40. The stub -outs above the couplings shall be PVC end bell bushings. The schedule 40 section of PVC between the coupling and end bell bushing shall be installed without glue. Conduit runs, without innerduct, installed using the directional boring method, which enter the traveled way or shoulders, shall be schedule 80 high-density polyethylene (HDPE), schedule 80 PVC with mechanical couplings or rigid galvanized steel. Conduit runs, without innerduct, installed usingthe directional boring method, which do not enter the traveled way and shoulders, shall be schedule 40 high density polyethylene (HDPE), schedule 40 PVC with mechanical couplings or rigid galvanized steel. Multi -cell conduit runs, installed outside the Traveled Way and Shoulders, when using the directional boring method shall have 4 -inch PVC Schedule 40 outerduct with mechanical couplings or 4 -inch rigid galvanized steel outerduct. The conduit shall be installed with four 1 -inch smooth wall innerducts. 74 Amendments When HDPE conduit is used for directional boring, it shall be continuous, with no joints, for the full length of the bore. The conduit run shall be extended to the associated outlets with the same schedule HDPE or PVC conduit. Entry into associated junction box outlets shall be with the same schedule PVC conduit and elbows. The same requirements apply for extension of an existing HDPE conduit crossing. PVC conduit and elbows shall be connected to HDPE conduit with an approved mechanical coupling. The connection shall have a minimum pull out strength of 700 pounds. Prior to installation of a mechanical coupling, the HDPE conduit shall first be prepared with a clean, straight edge. A water based pulling lubricant may be applied to the threaded end of the mechanical coupling before installation. Solvent cement or epoxy shall not be used on the threaded joint when connecting the HDPE conduit to the mechanical coupling. The mechanical coupling shall be rotated until the HDPE conduit seats approximately 3/4 of the distance into the threaded coupling depth. For PVC installation through a directional bore, the PVC shall be in rigid sections assembled to form a water tight bell and spigot type mechanical joint with a solid retaining ring around the entire circumference of the conduit installed per the manufacturer's recommendations. The conduit run shall be extended beyond the length of the bore, to the associated outlets with the same mechanical coupled PVC or with standard PVC conduit of the same schedule. The same requirements apply for extension of an existing PVC conduit Roadway crossing. Liquid tight flexible metal conduit is allowed only at locations called for in the Plans. At all other locations, conduit shall be PVC or rigid galvanized steel and the same type of conduit shall be used for the entire length of the run, from outlet to outlet. Standard PVC conduit shall be connected with medium grade gray solvent applied per the manufacturer's recommendations. Where nonmetallic conduit is installed, care shall be used in excavating, installing, and backfilling, so that no rocks, wood, or other foreign material will be left in a position to cause possible damage. When PVC conduit is installed by a method other than directional boring, conduit shall be schedule 40 with the exception that PVC conduit within the traveled way or shoulders and service lateral runs shall be schedule 80. Metallic and nonmetallic conduit installation shall include equipment grounding conductor and shall conform to requirements noted in the Standard Plans. Conduit shall be placed under existing pavement by approved directional boring, jacking or drilling methods, at locations approved by the Engineer. The pavement shall not be disturbed unless allowed in the Plans, or with the approval of the Engineer in the event obstructions or impenetrable soils are encountered. Where boring with casing is called for the casing shall be placed using an auger inside of the casing to remove the soil as the casing is jacked forward. The auger head shall proceed no more than 4 inches ahead of the pipe being jacked. Boring operations shall be conducted to prevent caving ahead of the pipe. Installed casing pipe shall be free from grease, dirt, rust, moisture and any other deleterious contaminants. 75 Amendments The space between the conduit and casing shall be plugged with sand bags and a grout seal 12 -inches thick at each end of the casing. Casing abandoned due to an encountered obstruction shall be grout sealed in the same manner. Grout shall obtain a minimum of 4000 -PSI compressive strength at 7 -days. In lieu of sand bags and grout, unopened of prepackaged concrete may be used to seal the casing. Material shall not be removed from the boring pit by washing or sluicing. All joints shall be welded by a Washington State certified welder. Welding shall conform to AWS D 1.1-80 Structural Welding Code, Section 3, Workmanship. Directional boring for electrical installations shall be supervised by a licensed electrical contractor in accordance with Section 8-20.1(1). Where directional boring is called for, conduit shall be installed using a surface launched, steerable drilling tool. Drilling shall be accomplished using a high-pressure fluid jet toolhead. The drilling fluid shall be used to maintain the stability of the tunnel, reduce drag on the conduit and provide backfill between the conduit and tunnel. A guidance system that measures the depth, lateral position and roll shall be used to guide the toolhead when creating the pilot hole. Once the pilot hole is established a reamer and swivel shall be used to install the conduit. Reaming diameter shall not exceed 1.5 times the diameter of the conduit being installed. Conduit that is being pulled into the tunnel shall be installed in such a manner so the conduit is not damaged during installation. The pullback force on the conduit shall be controlled to prevent damage to the conduit. A vacuum spoils extraction system shall be used to remove any excess spoils generated during the installation. Excess drilling fluid and spoils shall be disposed of. The method and location used for disposal of excess drilling fluid and spoils shall be subject to the Engineers approval. Drilling fluid returns (caused by fracturing of formations) at locations other than the entry and exit points shall be minimized. Any drilling fluid that surfaces through fracturing shall be cleaned up immediately. Mobile spoils removal equipment capable of quickly removing spoils from entry or exit pits and areas with returns caused by fracturing shall be used as necessary during drilling operations. Bore pits shall be backfilled and compacted in accordance with Section 2-09.3(1)E. Directional boring, and jacking or drilling pits shall be kept 2 -feet from the edge of any type of pavement wherever possible. Excessive use of water that might undermine the pavement or soften the Subgrade will not be permitted. When approved by the Engineer, small test holes may be cut in the pavement to locate obstructions. When the Contractor encounters obstructions or is unable to install conduit because of soil conditions, as determined by the Engineer, additional Work to place the conduit will be paid in accordance with Section 1-04.4. When open trenching is allowed, trench construction shall conform to the following: 1. The pavement shall be sawcut a minimum of 3 -inches deep. The cuts shall be parallel to each other and extend 2 -feet beyond the edge of the trench. 2. Pavement shall be removed in an approved manner. 76 Amendments 3. Trench depth shall provide 2 -feet minimum cover over conduits. 4. Trench width shall be 4 -inches or the conduit diameter plus 2 -inches, whichever is larger. 5. Trenches located within paved Roadway areas shall be backfilled with Controlled density fill (CDF) meeting the requirements of Section 2- 09.3(1)E. The controlled density fill shall be placed level to, and at the bottom of the existing pavement. The pavement shall be replaced with paving material that matches the existing pavement. On new construction, conduit shall be placed prior to placement of base course pavement. Conduit terminating in foundations shall extend a maximum of 2 -inches above the foundation vertically including grounded end bushing or end bell. Conduit stub -outs within cabinet foundations shall be placed so that they do not interfere with cabinet installation. Modification of the cabinet to accommodate the stub -out placement is not allowed. Conduit entering through the bottom of a junction box shall be located near the end walls to leave the major portion of the box clear. At all outlets, conduit shall enter from the direction of the run, terminating 6 to 8 -inches below the junction box lid and within 3 -inches of the box wall nearest its entry location. Galvanized rigid steel conduit entering cable vaults shall extend 2 -inches for the installation of grounded end bushing and bonding. PVC or HDPE conduit entering cable vaults and pull boxes shall terminate flush with the inside walls of the Structure. All conduit ends shall be terminated with termination kits. Steel conduit entering concrete shall be wrapped in 2 -inch wide pipe wrap tape with a minimum 1 -inch overlap for 12 inches on each side of the concrete face. Pipe wrap tape shall be installed per the manufacturer's recommendations. Innerduct conduit ends shall be terminated with termination kits. Galvanized rigid steel conduit ends shall be terminated with grounded end bushings. PVC conduit ends shall be terminated with end bell bushings. Fittings shall be installed in accordance with the current electrical codes. All covered underground conduit shall be cleaned with an approved sized mandrel and blown out with compressed air prior to pulling wire. Conduits installed for future use shall be prepared according to this Section. After final assembly in place, the conduit shall be blown clean with compressed air. Then, in the presence of the Engineer, a cleaning mandrel correctly sized for each size of conduit shall be pulled through to ensure that the conduit has not been deformed. As soon as the mandrel has been pulled through, both ends of the conduit shall be sealed with conduit caps. All conduits scheduled for future use shall originate in a foundation or junction box as detailed in the Plans and terminate in a junction box. All equipment grounding conductors, and the bonding conductor for metallic conduits shall be bonded in all junction boxes in accordance with Section 8-20.3(9). 77 Amendments Where surface mounting of conduit is required, supports shall consist of channel with clamps sized for the conduit. Support spacing shall comply with the Code, with the exception that spacing of channel supports for conduit shall not exceed 5 -feet. The minimum distance between adjacent clamps and between the clamp and the end of the channel supports shall be 1 -inch. Channel supports shall be installed with stops, to prevent clamps from sliding out of the ends. Existing conduit in place scheduled to receive new conductors shall have any existing conductors removed and a cleaning mandrel sized for the conduit shall be pulled through. All conduits attached to or routed within bridges, retaining walls, and other concrete structures, shall be equipped with approved expansion, deflection, and or combination expansion/deflection fittings at all expansion joints and at all other joints where structure movement is anticipated, including locations where the Contractor, due to construction method, installs expansion and/or construction joints with movement. All conduit fittings shall have movement capacity appropriate for the anticipated movement of the structure at the joint. Approved deflection fittings shall also be installed at the joint between the bridge end and the retaining wall end, and the transition from bridge, wall or other concrete structure to the underground section of conduit pipe. Conduit runs shown in the Plans are for Bidding purposes only and may be changed, with approval of the Engineer, to avoid obstructions. Where conduit with innerduct is installed a maximum of 1000 -feet of continuous open trench will be allowed, unless otherwise approved by the Engineer. Allconduit with innerduct exposed above grade level, or on any elevated Structures, or as noted in the Plans shall be galvanized rigid steel conduit. Detectable underground warning tape shall be placed 12 -inches above all conduit that contains fiber optic cable and all conduits identified to contain future fiber optic cable unless otherwise detailed in the Plans. Detectable underground warning tape shall extend 2 -feet into boxes. Splicing shall be per the tape manufacturer's recommended materials and procedures. The warning tape shall be polyethylene with a metallic backing. The polyethylene shall have a minimum 4 -mils thicknesses and be 3 -inches wide. The polyethylene shall be orange in color and printed in black with the words conveying message of Fiber Optic Cable Buried Below. Location 14 AWG stranded orange USE insulated wire shall be placed in continuous lengths directly above all non metallic conduit that contains fiber optic cable and all conduits identified to contain future fiber optic cable unless otherwise detailed in the plans. Location wire shall extend 8 feet into boxes. Coil and secure location wire at the entrance and exit points of all boxes. Splices shall be crimped using a non - insulated butt splice, soldered and covered with moisture blocking heat shrink. After final assembly in place, all innerducts shall be blown clean with compressed air. Then, in the presence of the Engineer, a cleaning mandrel, correctly sized for the innerduct, shall be pulled through to ensure that the conduit has not been deformed. As soon as the mandrel has been pulled through, a 200 -Ib. minimum tensile strength pull string shall be installed in each innerduct and attached to duct plugs at both ends of the innerduct. 78 Amendments At all innerduct conduit terminus points, including those in cable vaults and pull boxes, removable and reusable mechanical plugs shall be employed as follows: 1. Outerduct conduits shall be plugged using a quadplex expansion plug inside the conduit around the innerduct. 2. Duct plugs shall be installed in all unused innerducts (those that are specified as empty) at the time of conduit installation. 3. Duct plugs shall be installed in all used innerducts (as specified in the Plans) at the time of conduit installation, unless cable pulling for those innerducts will commence within 48 -hours. Innerduct containing 1 -cable shall be plugged using an expandable split plug. Innerducts with multiple cables shall be sealed with self -expanding waterproof foam. The waterproof foam shall not be placed more than 2 -inches into the innerduct. 8-20.3(6) Junction Boxes, Cable Vaults, and Pull boxes The third paragraph is revised to read: Adjustments involving raising or lowering the junction boxes shall require conduit modification if the resultant clearance between the top of the conduit and the junction box lid becomes less than 6 -inches or more than 10 -inches in accordance with the Plans. 8-20.3(8) Wiring The following new paragraph is inserted after the third paragraph: All termination for traffic signal control systems shall follow the conductor sequence color code as shown in the following table. Conductor Number Color Code Color Trace Use 1 R Red Red or Don't Walk 2 0 Orange Yellow or Spare 3 G Green Green or Walk 4 W White Neutral 5 B Black Ped Call or Spare 6 Wb White/Black Neutral or Spare 7 BI Blue Ped Call or Spare 8 Rb Red/Black Red or Don't Walk 9 Ob Orange/Black Yellow or Spare, 10 Gb Green/Black Green or Walk 79 Amendments 11 11 1 1 1 1 1 1 1 1 1 1 The first sentence in the fifth paragraph is deleted and replaced with the following: Quick disconnect connectors shall be installed in the base of all poles supporting a luminaire. Every conductor above ground potential shall be served by a fused quick disconnect kit. Every conductor at ground potential shall be served by an unfused quick disconnect kit. The sixth paragraph is revised to read: Pole and bracket cable meeting the requirements of Section 9-29.3(2)D shall be installed between the quick disconnects and the luminaire and between the sign light hand hole and the isolation switch. In addition the conductors from the isolation switch and the sign light shall be minimum AWG 14 meeting the requirements of Section 9-29.3(2)A or 9-29.3(2)B. Pole and bracket cable jacket shall be removed from the quick disconnect to within 2 -inches below the support bracket clamp. 8-20.3(9) Bonding, Grounding The second sentence in the second paragraph is revised t� read: Bonding jumpers and equipment grounding conductors meeting the requirements of Section 9-29.3(2)A.3 shall be minimum AWG 8 installed in accordance with the NEC. 8-20.3(13)A Light Standards Under the fourth paragraph, the third sentence of item 1. is revised to read: Paint conforming to Section 9-08.1(2)B shall be applied to the cut conduit that has been threaded. 8-20.3(13)D Sign Lighting This section is revised to read: Sign illumination equipment shall include fixtures, brackets, conduit, electrical wire, and other material required to make the sign lighting system operable. Sign illumination fixtures shall be fused according to the table in Section 9-29.7. 8-20.3(13)E Sign Lighting Luminaires The first paragraph is deleted. ' 8-20.4 Measurement The first paragraph is revised to read: When shown as lump sum in the Plans or in the Proposal as illumination, intelligent transportation, or traffic signal system no specific unit of measurement will apply, but measurement will be for the sum total of all items for a complete system to be furnished and installed. 80 Amendments 1 8-20„5 Payment 1 The bid item "Traffic Data Accumulation and Ramp Metering System " is deleted and replaced with the following: "Intelligent Transportation System ", lump sum. 1 The first sentence of the paragraph following the bid item "Traffic Signal System_" lump sum, is revised to read: The lump sum Contract price for "Illumination System, ", "Traffic Signal System ", "Intelligent Transportation System ", shall be full pay for the construction of the complete electrical system, modifying existing systems, or both, including sign lighting systems, as described above as shown in the Plans and herein specified including excavation, backfilling, concrete foundations, conduit, wiring, restoring facilities destroyed or damaged during construction, salvaging existing materials, and for making all required tests. SECTION 8-21, PERMANENT SIGNING August 3, 2009 11 8-21.3(4) Sign Removal The following two new paragraphs are inserted after the first sentence in the first 1 paragraph: Sign Structures shall include sign bridges, cantilever sign Structures, bridge mounted sign brackets, and any other sign mounting structure shown in the Plans to be removed by the Contractor. The embedded anchors attaching signs and sign Structures specified for removal to 11 existing concrete Structures shall be removed a minimum of one inch beneath the existing concrete surface. The void left by removal of the embedded anchors shall be coated with epoxy bonding agent and filled with grout. The epoxy bonding agent shall be Type II conforming to Section 9-26.1 with the grade and class as recommended bythe epoxy bonding agent manufacturer and as approved by the Engineer. The grout shall consist of cement and fine aggregate mixed in the proportions to match the color of the existing concrete surface as near as practicable. 8-21.3(9)F Bases This section including title is revised to read: 8-21.3(9)F Foundations e The excavation and backfill shall be in conformance with the requirements of Section 2-09.3(1)E. Where obstructions prevent construction of planned 1 foundations, the Contractor shall construct an effective foundation satisfactory to the Engineer. The bottom of concrete foundations shall rest on firm ground. If the portion of the 1 foundation beneath the existing ground line is formed or cased instead of being cast against the existing soil forming the sides of the excavation, then all gaps between 1 81 Amendments the existing soil and the completed foundation shall be backfilled and compacted in accordance with Section 2-09.3(1)E. Foundations shall' be cast in one operation where .practicable. The exposed portions shall be formed to present a neat appearance. Class 2 surface finish shall be applied to exposed surfaces of concrete in accordance with the requirements of Section 6-02.3(14)B. Where soil conditions are poor, the Engineer may order the Contractor to extend the foundations shown in the Plans to provide additional depth. Such additional work will be paid for according to Section 1-04.4. Forms shall be true to line and grade. Tops of foundations for roadside sign structures shall be finished to ground line, unless otherwise shown in the Plans or directed by the Engineer. Tops of foundations for sign bridges and cantilever sign structures shall be finished to the elevation shown in the Plans. Both forms and ground which will be in contact with the concrete shall be thoroughly moistened before placing concrete; however, excess water in the foundation excavation will not be permitted. Forms shall not be removed until the concrete has set at least three days. All forms shall be removed, except when the Plans or Special Provisions specifically allow or require the forms or casing to remain. Foundation concrete shall conform to the requirements for the specified class, be cast -in-place concrete and be constructed in accordance with Section 6-02.2 and 6- 02.3. Sign structures shall not be erected on concrete foundations until foundations have attained a compressive strength of 2,400 psi. In addition to the basic requirements, sign bridges and cantilever sign structures shall be installed in accordance with the following: 1. Tops of foundations for sign bridges and cantilever sign structures shall be finished to the elevation shown in the Plans. 2. Steel reinforcing bars shall conform to Section 9-07. 3. Concrete shall be Class 4000, except as otherwise specified. Where water is present in the shaft excavations for Type 1 foundations for sign bridges and cantilever sign structures, the shaft concrete shall be Class 4000P placed in accordance with Section 6-02.3(6)B. 4. All bolts and anchor bolts shall be installed so that two class full threads extend beyond the top of the top heavy -hex nut. Anchor bolts shall be installed plumb, plus or minus 1 degree. 5. Plumbing of sign bridges and cantilever sign structures shall be accomplished by adjusting leveling nuts. Shims or other similar devices for plumbing or raking will not be permitted. 82 Amendments 6. The top heavy -hex nuts of sign bridges and cantilever sign structures shall be tightened in accordance with Section 6-03.3(33), and by the Turn -Of - Nut Method to a minimum rotation of 1/4 turn and a maximum of 1/3 turn past snug tight. Permanent marks shall be set on the base plate and nuts to indicate nut rotation past snug tight. In addition to the basic requirements, roadside sign structures shall be installed in accordance with the following: 1. Tops of foundations shall be finishedto final ground line, unless otherwise shown in the Plans or staked by the Engineer. 2. Spiral reinforcing shall conform to AASHTO M32. All other steel reinforcement shall conform to the requirements of Section 9-07. 3. Concrete shall be Class 3000. 4. The assembly and installation of all Type TP — A or B bases for roadside sign structures shall be supervised at all times by either a manufacturer's representative or an installer who has been trained and certified by the manufacturer of the system. If the supervision is provided by a trained installer, a copy of the installer certification shall be provided to the Engineer prior to installation. 5. For all Type — A or B bases the Contractor shall attach four female anchors to a flat rigid template following the manufacturer's recommendations. The Contractor shall lower the anchor assembly into fresh concrete foundation and vibrate into position such that the tops of the anchor washers are flush with the finished top surface of the foundation. The Contractor shall support the template such that all anchors are level and in their proper position. Slip base and hinge connection nuts of roadside sign structures shall be tightened using a torque wrench to the torque, and following the procedure, specified in the Standard Plans. 8-21.3(9)G Identification Plates The first and second sentences of this section are deleted. 8-21.3(10) Vacant This section is revised to read: 8-21.3(10) Sign Attachment Sign panels consisting of sheet aluminum or fiberglass reinforced plastic shall be attached or mounted to sign posts or sign structures as shown in the Standard Plans. Signs not conforming to the above, including all variable message sign (VMS) assemblies and other message board type assemblies, shall be attached or mounted to sign posts or sign structures by means of positive connections - defined as through -bolted connections. The use of clips or clamps to accomplish the attachment or mounting of such signs and assemblies is prohibited. 83 Amendments 8-21.3(12) Steel Sign Posts This section is revised to read: For roadside sign structures on Type — A or B bases„ the Contractor shall use the following procedures and manufacturer's recommendations: 1. The couplings, special bolts, bracket bolts, and hinge connection nuts on all Type — A or B bases shall be tightened using the Turn -Of -Nut Tightening Method to a maximum rotation of 1/2 turn past snug tight. 2. The Contractor shall shim as necessary to plumb the steel sign posts. For roadside sign structures on all Type PL and SB slipbases, the Contractor shall use the following procedures: 1. The Contractor shall assemble the steel sign post to stub post with bolts and flat washers as shown in the Standard Plans. 2. Each bolt be tightened using a torque wrench to the torque, and following the procedures specified in the Standard Plans. SECTION 8-22, PAVEMENT MARKING April 6, 2009 8-22.3(2) Preparation of. Roadway Surfaces This section is revised to read: All surfaces shall be dry, free of any loose debris and within the proper temperature range prior to striping. When required by the pavement marking manufacturer's installation instructions, remove pavement markings from pavement surfaces that will adversely affect the bond of new pavement marking material to the roadway surface according to Section 8-22.3(6). Remove all other contaminants from pavement surfaces that may adversely affect the installation of new pavement markings by sandblasting, shot-blasting, or sweeping. Air blast the pavement with a high-pressure system to remove extraneous or loose material. Apply materials to new HMA that is sufficiently cured according to the manufacturer's recommendations. Typically, Type D material applied to new HMA pavement requires a pavement cure period of 21 days. This cure period may be reduced if the manufacturer performs a successful bond test and approves the reduction of the pavement cure period. For new Portland Cement Concrete surfaces remove curing compounds and laitance by an approved mechanical means. Air blast the pavement with a high- pressure system to remove extraneous or loose material. Apply materials to concrete that has reached a minimum compressive strength of 2,500 psi and that is sufficiently cured according to the manufacturer's recommendations. Typically, Type D material applied to Portland cement concrete pavement requires a pavement cure period of 28 days. This cure period may be reduced if the 84 Amendments manufacturer performs a successful bond test and approves the reduction of the pavement cure period. After the pavement surface is clean and dry, apply primer as recommended by the manufacturer to the area receiving the pavement markings. Apply the primer in a continuous, solid film according to the recommendations of the primer manufacturer and the pavement markings manufacturer. 8-22.3(3) Marking Application The content of this section is deleted. This section is supplemented with the following new sub -sections: 8-22.3(3)A Marking Colors Lane line and right edge line shall be white in color. Center line.and left edge line shall be yellow in color. Transverse markings shall be white, except as otherwise noted in the Standard Plans. 8-22.3(3)B Line Patterns Solid line — a continuous line without gaps. Broken line — a line consisting of solid line segments separated by gaps. Dotted line — a broken line with noticeably shorter line segments separated by noticeably shorter gaps. 8-22.3(3)C Line Surfaces Flat Lines — Pavement marking lines with a flat surface. Profiled Marking — A profiled pavement marking is a marking that consists of a base line thickness and a profiled thickness which is a portion of the pavement marking line that is applied at a greater thickness than the base line thickness. Profiles shall be applied using the extruded method in the same application as the base line. The profiles may be slightly rounded provided the minimum profile thickness is provided for the length of the profile. See the Standard Plans for the construction details. Embossed Plastic Line — Embossed plastic lines consist of a flat line with transverse grooves. An embossed plastic line may also have profiles. See the Standard Plans for the construction details. 8-22.3(3)D Line Applications Surface line — a line constructed by applying pavement marking material directly to the pavement surface or existing pavement marking. Grooved line — A line constructed by grinding or saw cutting a groove into the pavement surface and spraying, extruding or gluing pavement marking material into the groove. Groove depth is measured vertically from the bottom of a 2 -foot or longer straight edge placed on the roadway surface to the ground surface. The groove depth is dependent upon the material used, the pavement surface and location. See these Standard Specifications, the project Plans and Special Provisions. 85 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 8-22.3(3)E Installation Apply pavement marking materials to clean dry pavement surfaces and according to the following: 1. Place material according to the manufacture's recommendations; 2. Place parallel double lines in one pass; 3. The top of pavement marking shall be smooth and uniform; 4. Line ends shall be square and clean; 5. Place pavement marking lines parallel and true to line; and, 6. Place markings in proper alignment with existing markings. When applying paint, Type A or Type C material, ensure that both the pavement surface and the air temperature at the time of application are not less than 50°F and rising. When applying Type B or Type D material, ensure that both the pavement surface and the air temperature at the time of application are not less than 40°F and rising. Ensure that the Type A thermoplastic material meets the manufacturers temperature specifications when it contacts the pavement surface. Two applications of paint will be required to complete all paint markings. The second application of paint shall be squarely on top of the first pass. The time period between paint applications will vary depending on the type of pavement and paint (low VOC waterborne, high VOC solvent, or low VOC solvent) as follows: Pavement Type Paint Type Time Period Bituminous Surface Treatment Low VOC Waterborne 4 -hours min., 48 -hours max. Hot Mix Asphalt Pavement Low VOC Waterborne 4 -hours min., 30 -days max. Cement Concrete Pavement Low VOC Waterborne 4 -hours min., 30 -days max. Bituminous Surface Treatment High and Low VOC Solvent 40 min. min., 48 hrs. max. Hot Mix Asphalt Pavement High and Low VOC Solvent 40 min. min., 30 -days max. Cement Concrete Pavement High and Low VOC Solvent 40 min. min., 30 -days max. Centerlines on 2 -lane Highways with broken line patterns, paint or plastic, shall be applied in the increasing mile post direction so they are in cycle with existing broken Zine.patterns at the beginning of the project. Broken line patterns applied to multi- lane or divided Roadways shall be applied in cycle in the direction of travel. Where paint is applied on centerline on two-way roads with bituminous surface treatment or centerline rumble strips, the second paint application 'shall be applied in the opposite (decreasing mile post) direction as the first application (increasing mile post) direction. This will require minor broken line pattern corrections for curves on the second application. 86 Amendments 8-22.3(3)F Application Thickness Pavement markings shall be applied at the following base line thickness- measured above the pavement surface or above the groove bottom for grooved markings in thousandths of an inch (mils): Marking Material Application Feet of 4" line/gallon HMA PCC BST Groove Depth Paint -first coat spray 10 10 10 89 Paint- second coat spray 15 15 15 73 Type A - flat/transverse & symbols extruded 125 125 125 54 Type A - flat/long line & symbols spray 90 90 120 36 Type A - with profiles extruded 90 90 120 Type A - embossed extruded 160 160 160 Type A - embossed with profiles extruded 160 160 160 Type A — grooved/flat/long line extruded 230 230 230 250 Type B - flat/transverse & symbols heat fused 125 125 125 Type C-2 - flat/transverse & symbols adhesive 90 90 NA Type C-1 & 2 - flat/long line adhesive 60 60 NA Type C-1 - grooved/flat/long line adhesive 60 60 NA 100 Type D - flat/transverse & symbols spray 120 120 120 Type D - flat/transverse & symbols extruded 120 120 120 Type D - flat/long line spray 90 90 120 Type D - flat/long line extruded 90 90 120 Type D - profiled/long line extruded 90 90 120 Type D — grooved/flat/long line extruded 230 230 230 250 Liquid pavement marking material yield per gallon depending on thickness shall not exceed the following: Mils thickness Feet of 4" line/gallon Square feet/gallon 10 483 161 15 322 108 18 268 89 20 242 80 22 220 73 24 202 67 30 161 54 40 122 41 45 107 36 60 81 27 87 Amendments 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Mils thickness Feet of 4" line/gallon Square feet/gallon 90 54 18 90 with profiles 30 10 120 40 13 120 with profiles 26 9 230 21 7 Solid pavement marking material (Type A) yield per 50 -pound bag shall not exceed the following: Mils thickness Feet of 4" line/50# bag Square feet/50# bag 30 - flat 358 120 45 - flat 240 80 60 - flat 179 60 90 - flat 120 40 90 - flat with profiles 67 23 120 - flat 90 30 120 - flat with profiles 58 20 125 - embossed 86 29 125 - embossed with profiles 58 20 230- flat grooved 47 15 All grooved lines shall be applied into a groove cut or ground into the pavement. For Type A or Type D material the groove shall be cut or ground with equipment to produce a smooth square groove 4 inches wide. For Type C-1 material the groove shall be cut with equipment to produce a smooth bottom square groove with a width in accordance withthe material manufacturer's recommendation. After grinding, clean the groove by shot blasting or a method approved by Engineer. Immediately before placing the marking material clean the groove with high pressure air. 8-22.3(3)A Glass beads This section is renumbered as follows: 8-22.3(3)G Glass Beads The second sentence in the second paragraph is revised to read: For plastic pavement markings, glass bead type and application rate shall be as recommended by the marking material manufacturer. 88 Amendments 8-22.3(4) Tolerances for Lines This section is revised to read: Allowable tolerances for lines are as follows: Length of Line — The longitudinal accumulative error within a 40 -foot length of broken line shall not exceed plus or minus 1 -inch. The broken line segment shall not be Tess than 10 feet. Width of Line — The width of the line shall not be Tess than the specified line width or greater than the specified line width plus'/ -inch Lane Width — the lane width, which is defined as the lateral width from the edge of pavement to the center of the lane line or between the centers of successive lane lines, shall not vary from the widths shown in the Contract by more than plus or minus 4 -inches. Thickness — a thickness tolerance not exceeding plus 10 -percent will be allowed for thickness or yield in paint and plastic material application. Parallel Lines — the gap tolerance between parallel lines is plus or minus'/2-inch. 8-22.3(5) Plastic Installation Instructions This section's title is revised to read: 8-22.3(5) Installation Instructions The following new sentences are inserted to follow the first sentence: The instructions shall include equipment requirements, approved work methods and procedures, material application temperature range, air and pavement surface temperature requirements, weather limitations, precautions, and all other requirements for successful application and material performance. Do not use materials with incomplete or missing instructions. SECTION 9-00, DEFINITIONS AND TESTS August 3, 2009 9-00 Definitions and Tests In regards to sieve sizes, all references in this division to "U.S." and "Square" are deleted. 9-00.4 Sieve Analysis of Aggregate This section including title is revised to read: 9-00 Sieves for Testing Purposes Test sieves shall be made either: (1) of woven wire cloth conforming to AASHTO Designation M 92 or ASTM Designation E 11, or (2) of square -hole, perforated plates conforming to ASTM Designation E 323. 89 Amendments SECTION 9-02, BITUMINOUS MATERIALS August 3, 2009 9-02.1 Asphalt Material, General This section is supplemented with the following: The Asphalt Supplier of Performance Graded Asphalt Binder (PGAB) and Cationic Emulsified Asphalt shall have a Quality Control Plan (QCP) in accordance with WSDOT QC 2 "Standard Practice for Asphalt Suppliers That Certify Performance Graded and Emulsified Asphalts." The Asphalt Supplier's QCP shall be submitted and approved by the WSDOT State Materials Laboratory. Any change to the QCP will require a new QCP to be submitted. The Asphalt Supplier of PGAB and Cationic Emulsified Asphalt shall certify through the Bill of Lading that the PGAB or Cationic Emulsified Asphalt meets the -Specification requirements of the Contract. 9-02.1(4)A Quality Control Plan This section including title is revised to read: 9-02.1(4)A Vacant This section is supplemented with the following new subsection: 9-02.5 Warm Mix Asphalt (WMA) Additive Additives for WMA shall be approved by the Engineer. SECTION 9-03, AGGREGATES August 3, 2009 9-03 Aggregates In regards to sieve sizes, all references in this division to "U.S." and "Square" are deleted. 9-03.1(1) General Requirements The reference to ASTM C-1260 in the third, fifth, and sixth paragraphs is deleted. The following new paragraph is inserted after the sixth paragraph: The use of fly ash that does not meet the requirements of Table 2 of AASHTO M295 may be approved for use. The Contractor shall submit test results according to ASTM C 1567 through the Project Engineer to the State Materials Laboratory that demonstrate that the proposed fly ash when used with the proposed aggregates and portland cement will control the potential expansion to 0.20 percent or less before the fly ash and aggregate sources may be used .in concrete. The Contracting Agency may test the proposed ASR mitigation measure to verify its effectiveness. In the event of a dispute, the Contracting Agency's results will prevail. 90 Amendments 9-03.1(5)B Grading The table following the second paragraph is revised to read: Nominal Maximum Aggregate Size 3 2-1/2 2 1-1/2 1 34 �/2 % No. 4 3'/2" 100 --- --- 34" 95-100 100 --- 3" 93-100* 100 --- 95-100 100 /2" 2 1" --- 92-100* 100 100 --- w 0-5 --- 60-85 2" 76-90 100 90-100* 100 11" 66-79 71-88 0-3 87-100* 100 76-100 1" 54-66 58-73 64-83 No. 10 82-100* 100 0-5 34" 47-58 51-64 55-73 62-88 0-1.5 87-100* 100 °ro fracture, by weight, min. 90 1/2" 38-48 41-54 45-61 90 57-83 81-100* 100 3/9" 33-43 35-47 39-54 43-64 60-88 86-100* 100 No. 4 22-31 24-34 26-39 29-47 34-54 41-64 48-73 68-100* No. 8 15-23 16-25 17-29 19-34 22-39 27-47 31-54 39-73 No. 16 9-17 10-18 11-21 12-25 14-29 17-34 20-39 24-54 28-73 No. 30 5-12 6-14 6-15 7-18 8-21 9-25 11-29 13-39 16-54 No. 50 2-9 2-10 3-11 3-14 3-15 4-18 5-21 6-29 7-39 No. 100 0-7 0-7 0-8 0-10 0-11 0-14 0-15 0-21 0-29 No. 200 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.5 * Nominal Maximum Size 9-03.4(2) Grading and Quality The table following the second paragraph is revised to read: Crushed Screening Percent Passing n - " 3/` �/2 %" - No. 4 1" .. No. 4 3/ _ No. 4 3/8" — No. 10 No. 4 - 0 1" 100 --- --- --- --- 34" 95-100 100 --- --- --- $/a" --- 95-100 100 /2" 0-20 --- 90-100 100 100 --- w 0-5 --- 60-85 70-90 90-100 100 No. 4 --- 0-10 0-3 0-5 0-20 76-100 No. 10 --- 0-3 0-5 30-60 No. 200 0-1.5 0-1.5 0-1.5 0-1.5 0-1.5 0-10.0 °ro fracture, by weight, min. 90 90 90 90 90 90 91 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 This section is supplemented with the following: Fine aggregate used for choke stone applications meeting the grading requirements of Section 9-03.1(2)B may be substituted for the No. 4 - 0 gradation. 9-03.6(3) Test Requirements The sentence above the last paragraph is revised to read: WSDOT Test Method T 718 Pass 9-03.8(2) HMA Test Requirements Under Mix Criteria, in the chart following number 4, "Modified Lottman Stripping Test" is revised to "Stripping Evaluation WSDOT Test Method T 718". 9-03.8(3)B Gradation - Recycled Asphalt Pavement and Mineral Aggregate This section is revised to read: The gradation for the new aggregate used in the production of the HMA shall be the responsibility of the Contractor, and when combined with recycled material, the combined material shall meet the gradation Specification requirements for the specified Class HMA as listed in Section 9-03.8(6) or as shown in the Special Provisions. The new aggregate shall meet the general requirements listed in Section 9-03.8(1) and Section 9-03.8(2). No contamination by deleterious materials will be allowed in the old asphalt concrete used. 9-03.8(7) HMA Tolerances and Adjustments Number 1, including the associated chart, is revised to read: 1. Job Mix Formula Tolerances. The constituents of the mixture at the time of acceptance shall conform to the following tolerances: These tolerance limits constitute the allowable limits as described in Section 1- 06.2. The tolerance limit for aggregate shall not exceed the limits of the control points, except the tolerance limits for sieves designated as 100% passing will be 99-100. 92 Amendments Statistical Evaluation Nonstatistical Evaluation Commercial Evaluation Aggregate, percent passing 1",3/a",�h"and %" sieves ±6% ±6% ±8% No. 4 sieve t 5% t 6% t 8% No. 8 sieve ± 4% ± 6% ± 8% No. 200 sieve ± 2.0% ± 2.0% ± 3.0% Asphalt binder ± 0.5% ± 0.5% ± 0.7% Air Voids, Va 2.5% minimum and 5.5% maximum These tolerance limits constitute the allowable limits as described in Section 1- 06.2. The tolerance limit for aggregate shall not exceed the limits of the control points, except the tolerance limits for sieves designated as 100% passing will be 99-100. 92 Amendments 9-03.17 Foundation Material Class A and Class B This section is revised to read: Foundation material Class A and Class B shall conform to the following gradations: All percentages are by mass. 9-03.20 Test Methods for Aggregates This section is revised to read: The properties enumerated in these Specifications shall be determined in accordance with the following methods of test: Title Percent Passing Sieve Size Class A Class B 21/2" 98-100 95-100 2" 92-100 75-100 11" 72-87 30-60 3/4" 27-47 0-5 %'' 3-14 --- No.4 0-5 --- All percentages are by mass. 9-03.20 Test Methods for Aggregates This section is revised to read: The properties enumerated in these Specifications shall be determined in accordance with the following methods of test: Title Test Method FOP for AASHTO T 2 for Standard Practice for Sampling Aggregates WSDOT FOP for AASHTO T 2 Organic Impurities in Fine Aggregates for Concrete AASHTO T 21 Clay Lumps and Friable Particles in Aggregates AASHTO T 112 Resistance to Degradation of Small Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine AASHTO T 96 Material Finer than 0.075 mm (No. 200) Sieve in Mineral Aggregates by Washing AASHTO T 11 FOP for AASHTO for Determining the Percentage of Fracture in Coarse Aggregates WSDOT FOP for AASHTO TP 61 FOP for WAQTC/AASHTO for Sieve Analysis of Fine and Coarse Aggregates WAQTC FOP for AASHTO T 27/11 FOP for AASHTO T 176 for Plastic Fines in Graded Aggregates and Soils WSDOT FOP for AASHTO T 176 93 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 by Use of the Sand Equivalent Test f Method of Test for Determination of Degradation Value WSDOT T 113 Particle Size Analysis of Soils AASHTO T 88 Method of Test for Determination of the Resistance (R Value) of Untreated Bases, Subbases, and Basement Soils by the Stabilometer WSDOT T 611 9-03.21(1) General Requirements The first paragraph is supplemented with the following: The Contractor shall provide a certification that the recycled materials are in conformance with the requirements of the Standard Specifications prior to delivery. The certification shall include the percent by weight of each recycled material. This section is supplemented with the following sub -sections: 9-03.21(1)A Recycled Hot Mix Asphalt For recycled materials incorporating hot mix asphalt the Contractor shall verify the maximum bitumen content for the blended mix. The Contractor shall use WSDOT FOP for AASHTO.T 308 (a statewide average of 0.70 may be used as a calibration factor) and WSDOT FOP for AASHTO T 329 or other tests approved by the Engineer to determine the total bitumen content. 9-03.21(1)B Recycled Portland Cement Concrete Rubble For recycled materials incorporating Portland cement concrete rubble the product supplier shall perform total lead content testing quarterly. Tests shall include a minimum of five samples. Sample collection shall be conducted according to ASTM D 75. Total lead content testing will be conducted according to EPA Method 3010/6010. A test shall not exceed 250 ppm using a total lead analysis EPA Test Method 6010. In addition, the Toxicity Characteristics Leaching Procedure, EPA Test Method 1311 shall be used and a test shall not exceed 5.0 ppm. The product supplier shall keep all test results on file. 9-03.21(1)C Recycled Glass Aggregates The product supplier shall perform total lead content testing quarterly. Tests shall include a minimum of five samples. Sample collection shall be conducted according to ASTM D 75. Total lead content testing will be conducted according to EPA Method 3010/6010. A test shall not exceed 250 ppm using a total lead analysis EPA Test Method 6010. In addition, the Toxicity Characteristics Leaching Procedure, EPA Test Method 1311 shall be used and a test shall not exceed 5.0 ppm. The product supplier shall keep all test results on file. 9-03.21(1)D Recycled Steel Furnace Slag The Contractor shall provide to the Engineer the steel furnace slag blends that will be used in the final product prior to use. 94 Amendments Maximum Allowable Percent (by weight) of Recycled Material 95 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Hot Mix Asphalt Concrete Rubble Recycled Glass Steel Furnace Slag Fine Aggregate for Portland Cement Concrete 9-03.1(2) 0 0 0 0 Coarse Aggregates for Portland Cement Concrete 9-03.1(4) 0 0 0 0 Aggregate for Asphalt Treated Base (ATB) 9-03.6 Aggregates for Hot Mix Asphalt 9-03.8 See 5-04.2 0 0 20 Ballast 9-03.9(1) 20 100 15 20 Shoulder Ballast 9-03.9(2) 20 100 15 20 Crushed Surfacing 9-03.9(3) 20 100 15 20 Aggregate for Gravel Base 9-03.10 20 100 15 20 Gravel Backfill for Foundations — Class A 9-03.12(1)A 20 100 15 20 Gravel Backfill for Foundations — Class B 9-03.12(1)B 20 100 15 20 Gravel Backfill for Walls 9-03.12(2) 0 100 15 20 Gravel Backfill for Pipe Zone Bedding 9-03.12(3) 0 100 15 20 Gravel Backfill for Drains 9-03.12(4) 0 100 100 0 Gravel Backfill for Drywells 9-03.12(5) 0 0 100 0 Backfill for Sand Drains 9-03.13 0 100 100 0 Sand Drainage Blanket 9-03.13(1) 0 100 100 0 Gravel Borrow 9-03.14(1) 20 100 100 20 Select Borrow 9-03.14(2) 20 100 100 20 Select Borrow (greater than 3 -feet below Subgrade and side slopes) 9-03.14(2) 100 100 100 20 Common Borrow 9-03.14(3) 20 100 100 20 Common Borrow - (greater than 3 -feet below Subgrade and side slopes) 9-03.14(3) 100 100 100 20 95 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Foundation Material Class A and Class B 9-03.17 0 100 100 20 Foundation Material Class C 9-03.18 0 100 100 20 Bank Run Gravel for Trench Backfill 9-03.19 0 100 100 20 9-03.21(2) Recycled Hot Mix Asphalt This section including title is deleted in its entirety. 9-03.21(3) Recycled Portland Cement Concrete Rubble This section including title is deleted in its entirety. 9-03.21(4) Recycled Glass Aggregates This section including title is deleted in its entirety. 9-03.21(5) Steel Furnace Slag This section including title is deleted in its entirety. SECTION 9-04, JOINT AND CRACK SEALING MATERIALS December 1, 2008 9-04.1(2) Premolded Joint Filler for Expansion Joints This section is revised to read: Premolded joint filler for use in expansion (through) joints shall conform to either AASHTO M 213 Specifications for "Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction" except the requirement for water absorption is deleted, or ASTM D 7174 Specifications for "Preformed Closed -Cell Polyolefin Expansion Joint Fillers for Concrete Paving and Structural Construction." 9-04.2(1) Hot Poured Joint Sealants This section is revised to read: Hot poured joint sealants shall meet the requirements of AASHTO M 324 Type IV except that the Cone Penetration at 25°C shall be 130 max. Hot poured joint sealants shall be sampled in accordance with ASTM D 5167 and tested in accordance with ASTM D 5329. The Hot poured joint sealant shall have a minimum Cleveland Open Cup Flash Point of 205°C in accordance with AASHTO T 48 96 Amendments SECTION 9-05, DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS August 3, 2009 This section is supplemented with the following new sub -sections: 9-05.50 Precast Concrete Drainage Structures 9-05.50(1) Fabrication Tolerances and requirements All precast concrete items shall meet the requirements of AASHTO M199, fabricated as shown on the Plans, and shall meet the tolerances and revisions as listed below: 1. The following information shall be legibly marked on each precast product (excluding rectangular and round adjustment sections). Marking shall be indented into the concrete, painted thereon with waterproof paint, or contained within a bar-coded sticker firmly attached to the product: a. Fabricator name or trademark. b. Date of manufacture. 2. Catch Basins (to include Type 1, Type 1 L, Type 1 P),, and Concrete Inlets a. Knock -out wall thickness, measured at thinnest point, 11/2" to 21/2" b. Knock -out diameter, 5% plus/minus allowance. c. Base thickness, measured at thinnest point, 4" with 1/2" minus tolerance. d. All other dimensions as shown on plans, 5% plus/minus allowance. 3. Catch Basin Type 2, and Manhole Type 1, 2, 3 a. Knock -out diameter, 5% plus/minus allowance. 4. Flat Slab Tops a. Round or rectangular opening, 5% plus/minus allowance. 5. Rectangular or Circular Adjustment Sections a. Opening size or diameter, 5% plus/minus allowance. 6. Conical Sections a. Top opening diameter, 5% plus/minus allowance. 7. Grate Inlets a. Knock -out wall thickness, measured at thinnest point, 11/2" to 21/". b. Knock -out diameter, 5% plus/minus allowance. c. Opening size, 21/2 % plus/minus allowance. 8. Drop Inlets a. Knock -out diameter, 1" plus/minus allowance. 9-05.50(2) Manholes Precast concrete manholes shall meet the requirements of AASHTO M 199. The joints may be the tongue and groove type or the shiplap type, sufficiently deep to prevent lateral displacement. 97 Amendments When secondary synthetic fiber reinforcement is used in 48 -inch diameter by 3 -foot high eccentric or concentric cone sections the synthetic fiber shall meet the requirements of Section 9-05.50(9). A minimum of two hoops of W2 wire shall be placed in the 48 -inch end of each cone. No steel is required in the remainder of the cone. Precast manhole sections 48 -inch diameter, with no knock -outs, may be produced using no steel reinforcement. As an alternate to conventional steel reinforcement, producers shall use synthetic structural fibers meeting the requirements of Section 9-05.50(10). 9-05.50(3) Precast Concrete Catch Basins Precast concrete catch basins shall conform to the requirements of Section 9- 05.50(1), except that the dimensions shall be as set forth in the Plan. When secondary synthetic fiber reinforcement is used to produce Type 1, Type 1L and Type 1 P, Catch Basins, the synthetic fiber shall meet the requirements of Section 9- 05.50(9). A minimum amount of steel reinforcement shall be used to reinforce the area around the knockouts. Steel reinforcing shall consist of a No. 3 horizontal hoop reinforcing bar located above the knockouts, and a No. 3 vertical reinforcing bar in each corner, extending a minimum of 18 -inches below the top surface of the catch basin. Catch Basin Type 1 may be produced using structural synthetic fibers meeting the requirements of Section 9-05.50(10). Catch Basin Type 1 shall contain one hoop of No. 3 reinforcing bar around the top perimeter. Knockouts or cutouts may be placed on all four sides and may be round or D shaped. 9-05.50(4) Precast Concrete Inlets Precast concrete inlets shall conform to the requirements of Section 9-05.50(1) except that the dimensions shall be as set forth in the Plans. 9-05.50(5) Precast Concrete Drywells Precast concrete drywells shall meet the requirements of Section 9-05.50(1). Seepage port size and shape may vary per manufacturer. -Each seepage port shall provide a minimum of 1 square inch and a maximum of 7 square inches for round openings and 15 square inches for rectangular openings. The ports shall be uniformity spaced with at least one port per 8 -inches of drywell height and 15 -inches of drywell circumference. Precast Drywells may be produced using no steel reinforcement. As an alternate to conventional steel reinforcement, producers shall use synthetic structural fibers meeting the requirements of Section 9-05.50(10). 9-05.50(6) vacant 9-05.50(7) vacant 9-05.50(8) vacant 98 Amendments 9-05.50(9) Synthetic Fibers for Precast Units The synthetic fiber, either nylon multifilament fibers or polypropylene fibrillated fibers, shall meet the requirements of ASTM C 1116 , Section 4.1.3 3 and ICC ES AC 32, Sections 4.1.1 and 4.1.2. Synthetic fibers shall be added at a minimum dosage rate of 1.0 pound of Nylon Multifilament fibers per cubic yard of concrete or 1.5 pounds of Polypropylene Fibrillated fibers per cubic yard of concrete and shall be thoroughly mixed with the concrete before placement in the forms. The synthetic fibers shall be a minimum of 0.75 -inches and a maximum of 2 -inches in length. 9-05.50(10) Synthetic Structural Fibers for Precast Units Synthetic fibers shall be monofilament or monofilament/fibrillated blend made of polyolefin, polypropylene or polypropylene/polyethylene blend, meeting the requirements of ATSM C 1116, Section 4.1.3, and ICC ES Acceptance Criteria 32, Sections 4.1.3 and 4.1.2. Additionally the vendor or manufacturer shall furnish an Engineering Report which provides test data in accordance with ASTM C 1018 and/or ASTM C 1399 from an ICC qualified commercial laboratory relating to the specification requirements. The vendor or manufacturer shall provide a letter of certification stating compliance with specifications and/or standard codes. The fibers shall be a minimum of 2 inches in length, and have an aspect ratio (length divided by the equivalent diameter of the fiber) between 70 and 100 when the fibers are in their final phase. The fibers shall have a minimum tensile strength of 50 ksi, and a minimum modulus of elasticity of 600 ksi, when tested in accordance with ASTM D 3822. Precast drainage units shall have a minimum dosage rate of 3.75 lbs/cu yd. or more in order to obtain an Average Residual Strength (ARS) of 175 PSI when tested in accordance with ASTM C1018 and/or ASTM C1399. Fiber supplier shall submit independent laboratory data to support ARS results. SECTION 9-07, REINFORCING STEEL August 3, 2009 9-07.1(2) Bending The first paragraph is supplemented with the following: The dimensions shown in the Plans are out -to -out unless shown otherwise. This section is supplemented with the following: Hooked ends of steel reinforcing bars shall be standard hooks unless shown otherwise in the Plans. Standard hooks shall consist of a 90, 135 or 180 degree bend as shown in the Plans plus a minimum bar extension at the free end of the bar shown in the table below. Seismic hooks shall consist of a 135 degree bend plus a minimum bar extension at the free end of the bar shown in the table below. 99 Amendments Minimum Bar Extensions for Standard and Seismic Hooks 180° 135° Hook Hook Bar Size All Bars Seismic All Other Hook Bars No.3 2'/2" 3" 2'/4" No. 4 2'h" 3" 3" No. 5 2 1/2" 3 3/4" 3 3/4 No. 6 3" 4'/2" 4'/2" No. 7 3'/2" 5 1/4" 5 1/4" No.8 4" 6" 6" No. 9 4 3/4' No. 10 5'/4" No. 11 5 3A" No. 14 7" No.18 9'/4" 90° Hook Stirrups and Ties 2 14" 3" 3 3A" 9„ 10 '/2" 12" 9-07.1(3) Lengths The content of this section is deleted and replaced with the following: All Other Bars 4 '/2" 6" 7Y" 9" 10 '/2" 12" 13 3/" 15 '/4" 17" 20 '/" 27 'A4" Net length is the length of bar along the bar centerline from end to end. Net lengths of bent bars shown in the "LENGTH" column of the bar list in the plans are rounded to the nearest inch. 9-07.3 Epoxy Coated Steel Reinforcing Bars The reference to ASTM A 06 in number 1. of the first paragraph is revised to ASTM A 706. 9-07.5 Dowel Bars (For Cement Concrete Pavement) The content of this section is deleted and replaced with the following subsections: 9-07.5(1) Epoxy Coated Dowel Bars (For Cement Concrete Pavement) Epoxy Coated dowel bars shall be round plain steel bars of the dimensions shown in the Standard Plans. They shall conform to AASHTO M 31, Grade 60 or AASHTO M 255, Grade 60 and shall be coated in accordance with ASTM A 934. The thickness of the epoxy coating shall be 10 mils plus or minus 2 mils. In addition, the requirements of Section 9-07.3, Items 2, 3, 4, 5, 6, and 9 shall apply. 9-07.5(2) Corrosion Resistant Dowel Bars (For Cement Concrete Pavement) Corrosion resistant dowel bars shall be 1 '/ inch outside diameter plain round steel bars 18 inches in length and meet the requirements one of the following types: A. Stainless Steel Clad dowel bars shall have a minimum 0.06 inches clad to a plain steel inner bar meeting the chemical and physical properties of AASHTO M 31, Grade 60, or AASHTO M 255, Grade 60. Stainless Steel clad shall meet the chemical properties of ASTM A 276, Type 316L. B. Stainless Steel Tube dowel bars shall have a minimum 0.06 in thick tube press -fitted onto a plain steel inner bar meeting the chemical and physical properties of AASHTO M 31, Grade 60, or AASHTO M 255, Grade 60. A 100 Amendments lubricant/adhesive shall be used between the tube and the plain steel bar to fill any voids. Stainless Steel Tube material shall meet the chemical properties of ASTM A 276, Type 316L. C. Stainless Steel Solid dowel bars shall be ASTM A 276, Type 316L. D. Corrosion -resistant low -carbon; chromium plain steel bars for concrete reinforcement meeting all the requirements of ASTM A 1035. E. Zinc Clad dowel bars shall be of the dimension shown in the standard plans and shall have a minimum 0.04 inches A710 Zinc alloy clad to a plain steel inner bar meeting the chemical and physical properties of AASHTO M 31, Grade 60 or AASHTO M 255, Grade 60. A710 Zinc shall be composed of: ZN-99.5 percent, by weight, minimum; CU — 0.1 — 0.25 percent, by weight; and Fe- 0.0020 percent, by weight, maximum. The surface of the finished cut -to -length corrosion -resistant low -carbon; chromium plain steel bars for concrete reinforcement meeting all the requirements of ASTM A 1035 dowels shall be provided with a hot -rolled, as -rolled finish including mill scale. The surface of all other finished cut -to -length dowels shall be provided with a smooth "ground" or "cold drawn" finish. Stainless Steel Clad and Tube Dowel bar ends shall be sealed with a patching material (primer and finish coat) used for patching epoxy -coated reinforcing steel as required in Standard Specification 9-07.3 item 6. 9-07.6 Tie Bars (For Cement Concrete Pavement) The first paragraph is revised to read: Tie bars shall conform to the requirements of ,the Standard Specifications for Deformed Billet Steel Bars for Concrete Reinforcement, AASHTO M 31, Grade 60 and shall be coated in accordance with AASHTO M 284 or corrosion -resistant uncoated low -carbon; chromium deformed steel bars for concrete reinforcement meeting all the requirements of ASTM A 1035. 9-07.10 Prestressing Reinforcement Strand The third sentence in the third paragraph is revised to read: The mill certificate and test report shall include the yield and ultimate strengths, elongation at rupture, modulus of elasticity, and the stress strain curve for the actual prestress reinforcing intended for use. The first sentence in the fourth paragraph is revised to read: For:every 5 reels furnished, one sample, not less than 51/2 -feet long, shall be sent to the Engineer for testing. 9-07.11 Prestressing Reinforcement Bar The fifth and sixth paragraphs are revised to read: The Contractor shall supply a Manufacturer's Certificate of Compliance in accordance with Section 1-06.3 for each, bar. The Contractor shall supply a 101 Amendments Manufacturer's Certificate of Compliance in accordance with Section 1-06.3 for all nuts and couplers confirming compliance with the specified strength requirement. For each heat of steel for high-strength steel bar, the Contractor shall submit two samples, each not less than 51/2 -feet long, to the Engineer for testing. SECTION 9-08, PAINTS August 3, 2009 This section including title is deleted in its entirety and replaced with the following: 9-08 PAINTS AND RELATED MATERIALS 9-08.1 Paint 9-08.1(1) Description Paints used for highway and bridge structure applications shall be made from materials meeting the requirements of the applicable Federal and State Paint Specifications, Department of Defense (DOD), American Society on Testing of Materials (ASTM), and Steel Structures Painting Council (SSPC) specifications in effect at the time of manufacture. The colors, where designated, shall conform to Section 9-08.1(8). 9-08.1(2) Paint Types 9-08.1.(2)A , Vinyl Pretreatment Vinyl pretreatment shall be a two -component basic zinc chromate -vinyl butyral wash primer conforming to DOD -P-15328 (Formula 117 for Metals) and SSPC Paint 27. Zinc chromate shall be the insoluble type. The paint shall be supplied as two components that are mixed together just prior to use. 9-08.1(2)B Galvanizing Repair Paint, High Zinc Dust Content Galvanizing repair paint shall conform to Federal Specification MIL -P -21035B. 9-08.1(2)C Inorganic Zinc Rich Primer Inorganic zinc rich primer shall be a two component self -curing inorganic zinc -rich paint conforming to either AASHTO M 300 or SSPC Paint 20 Type I. 9-08.1(2)D Organic Zinc Rich Primer Organic zinc rich epoxy primer shall be a high performance two -component epoxy conforming to SSPC Paint 20 Type II. 9-08.1(2)E Epoxy Polyhamide Epoxy polyamide primer shall be a two -component VOC compliant epoxy system, conforming to MIL-DTL-24441. 102 Amendments 9-08.1(2)F Primer, Zinc Filled Single Component, Moisture -Cured Polyurethane Zinc rich primer shall meet the following requirements: Vehicle Type: Pigment Content: Volume Solids: Minimum wt./gal.: Moisture -cured polyurethane 80% minimum zinc by weight in dry film 60% plus or minus 3%. 22.0 pounds. 9-08.1(2)G Intermediate and Stripe Coat, Single Component, Moisture - Cured Polyurethane Vehicle Type: Moisture -cured polyurethane Pigment: A minimum of 3.0 lbs. of micaceous iron oxide per gallon. Intermediate and any stripe coat shall meet the following requirements: Minimum volume solids 50%. A minimum of 3.0 lbs./gal. of micaceous iron oxide. The intermediate coating shall be certified by the manufacturer to be able to be recoated by the top coat in a minimum of 4 days. 9-08.1(2)H Top Coat Single Component, Moisture -Cured Polyurethane Vehicle Type: Moisture -cured aliphatic polyurethane Color: As specified in the Plans or Special Provisions The Top Coat shall meet the following requirements: The resin must be an aliphatic urethane. Minimum volume solids 50%. The top coat shall be a semi -gloss. 9-08.1(2)1 Rust Penetrating Sealer Rust penetrating sealer shall be a two component chemically -cured 100 percent solids epoxy with maximum VOC 1.7 pounds/gallon. 9-08.1(2)J Black Enamel The enamel shall conform to Federal Specification MIL PRF 2463D Type II Class II. 9-08.1(2)K Orange Equipment Enamel The enamel shall be an alkyd gloss enamel conforming to Federal Specification TT - E -489, except that the Sag Index shall be seven minimum. The color, when dry, shall match that of. Federal Standard 595, color number 12246. 103 Amendments For factory application to individual items of new equipment, samples and testing of the enamel will not be required; however, the equipment manufacturer shall match the color specified and shall certify the quality of enamel used. 9-08.1(2)L Exterior Acrylic Latex Paint -White This paint shall conform to Federal Specification TT -P-96, Paint, Acrylic Emulsion, Exterior, except that the viscosity shall be 75-85 K.U. This paint may be used self -primed in multiple coats over salts treated wood and on interior and exterior masonry surfaces. 9-08.1(3) Working Properties The paint shall contain no caked material that cannot be broken up readily by stirring. When applied to a clean vertical surface, the paint shall dry without running, streaking, or. sagging. 9-08.1(4) Storage Properties Paints manufactured under these Specifications shall show no skin over the surface After 48 hours in a partially filled container, when tested as outlined in Federal Test Method Standard No. 141. A slight amount of skin or gel formation where the surface of the paint meets the side of the container may be disregarded. Variable percentages of anti -skinning agents are shown in those formulas set forth above that are susceptible to undesirable skin formation. The manufacturer will be allowed to vary the amount of anti -skinning agent given in the formulas provided the above results are accomplished and provided the paint does not dry to a nonuniform or nonelastic film. 9-08.1(5) Fineness of Grinding The paint shall be ground so that all particles of pigment will be dispersed and be coated with vehicle, and the residue on a 325 sieve will not exceed 1 percent by weight of the pigment. Paint shall be homogeneous, free of contaminant, and of a consistency suitable for use under intended application. Finished paint shall be well ground, and the pigment shall be properly dispersed in the vehicle conforming to the requirements of the paint. Dispersion in vehicle shall be such that the pigment does not settle excessively, does not cake or thicken in the container, and does not become granular or curdled. 9-08.1(6) Test Methods Except as otherwise specified, all paints will be sampled and tested in the ready - mixed form. The test methods will be as specified in the Washington State Department of Transportation Materials Manual or the corresponding test method covered by Federal Test Method Standard No. 141 or as specified under AASHTO R-31. 9-08.1(7) Acceptance Except for batches of paint in total project quantities of 20 gallons or less which are accepted upon the manufacturer's certificate, the manufacturer shall not ship any batch of paint until the paint has been tested and released by the Washington State Department of Transportation State Materials Laboratory. This release will not constitute final acceptance of the paint. Final acceptance will be based on inspection or testing of job site samples as determined by the Engineer. 104 Amendments Project quantities of 20 gallons or less of the above paint types will be accepted without inspection upon the manufacturer's notarized certificate. This certificate shall contain a statement by the manufacturer to the effect that the material meets the paint type Specification, and shall include a list of materials and quantities used. One copy of the certificate shall accompany the paint when shipped and one copy with a draw down sample of the paint shall be sent to the Materials Laboratory. The paint may be used at once without further release from the Materials Laboratory. 9-08.1(8) Standard Colors When paint is required to match a Federal Standard 595 color, the paint manufacturer or the Contractor may obtain a sample of the required color through the following Internet link - http://www.colorserver.net. When paint is required to match a WSDOT color (Washington Gray, Mt St Helens Gray, Mt Baker Gray or Cascade Green), the paint color shall conform to the Delta E deviation and CIELAB spectrophotometer analysis requirements specified in Section 9-08.3 for the corresponding color. Unless otherwise specified, all top or finish coats shall be semi -gloss, with the paint falling within the range of. 35 to 70 on the 60 degree gloss meter. 9-08.2 Powder Coating Materials for Coating Galvanized Surfaces The powder coating system shall consist of two components, an epoxy primer coat and a polyester finish coat. The epoxy primer coat and the polyester finish coat materials shall be from the same manufacturer. The epoxy primer coat shall be an epoxy powder primer conforming to the following requirements: Property Adhesion Flexibility Pencil Hardness Specific Gravity Specification ASTM D 3359 Method B ASTM D 522 Method B ASTM D 3363 ASTM D 792 Performance Requirement 5B (no failure) Pass 1/8" mandrel bend H Plus 1.25 minimum The polyester finish coat shall conform to American Architectural Manufacturers Association (AAMA) Specification 2604. Degassing additives may be added as necessary to prevent pin holes in the finish coat. The degassing additives shall be added in accordance with manufacturer's recommendations. The color of the powder coating system polyester finish coat shall be as specified in the Plans or Special Provisions. Repair materials shall be selected from one of the approved products listed in the current Qualified Products List and specified in the Contractor's powder coating plan as approved by the Engineer. 9-08.3 Pigmented Sealer Materials for Coating of Concrete Surfaces The pigmented sealer shall be .a semi-opaque colored toner containing only methyl methacrylate -ethyl acrylate copolymer resins, toning pigments suspended in 105 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 solution at all times by a chemical suspension agent, and solvent. Toning pigments shall be laminar silicates, titanium dioxide and inorganic oxides only. There shall be no settling or color variation. Tinting shall occur at the factory at the time of manufacturer and placement in containers, prior to initial shipment. Use of vegetable or marine oils, paraffin materials, stearates or organic pigments in any part of coating formulation will not be permitted. The Contractor shall submit a one - quart wet sample, a draw down color sample and spectrophotometer or colorimeter readings, taken in accordance with ASTM D 2244, for each batch. The calculated Delta E shall not exceed 1.0 deviation from the Commission Internationale de l'Eclairage (CIELAB) color measurement analysis method for each pigmented sealer color. For the respective color pigmented sealer shall conform to the following CIELAB analysis: Color III/Obs L* a* b* Washington D65/10 degrees 62.59 0.98 5.23 Gray A/10 degrees 63.06 1.80 5.70 CWF/10 degrees 63.02 0.73 6.08 Cascade - D65/10 degrees 36.62 -6.53 -0.89 Green A/10 degrees 35.82 -7.15 -2.53 CWF/10 degrees 36.34 -5.09 - -1.18 Mt. Baker D65/10 degrees 45.94 1.38 4.46 Gray A/10 degrees 46.40 1.70 5.05 CWF/10 degrees 46.46 1.07 5.48 Mt. St. Helens D65/10 degrees 56.07 2.15 6.68 Gray A/10 degrees 56.76 3.08 7.52 CWF/10 degrees 56.67 1.64 7.85 The one -quart wet sample shall be submitted in the manufacturer's labeled container with product number, batch number and size of batch. The companion draw down color sample shall be labeled with the product number, batch number and size of batch. The Contractor shall submit the specified samples and readings to the Engineer at least calendar days prior to the scheduled application of the sealer. The Contractor shall not begin applying pigmented sealer until receiving the Engineer's written approval of the pigmented sealer color samples. 9-08.4 Abrasive Blast Materials 9-08.4(1) Abrasive Blast Media Material used for field abrasive blasting shall conform to Military Specification MIL- A-22262B(SH) as listed on QPL-22262-28 as maintained by the Department of the Navy. The Contractor shall provide the Engineer with certified test results 'from _the abrasive blast media manufacturer showing that the abrasive blast material meets the Military Specification. The Contractor shall select the type and size of abrasive blast media to produce a roughened, sharp, angular surface profile conforming to the surface requirements specified by the manufacturer of the selected paint system. 106 Amendments 9-08.4(2) Lead Abatement Additive Lead abatement additive shall be a granular chemical abrasive additive consisting of a complex calcium silicate designed to stabilize lead through multiple mechanisms, including, but not limited to, pH adjustment, chemical reactions and encapsulation. The additive shall be specifically designed and manufactured for lead paint abatement. 9-08.5 Surface Cleaning Materials 9-08.5(1) Bird Guano Treatment Bird guano treatment shall consist of a 5.25 percent sodium hypochlorite solution. 9-08.5(2) Fungicide Treatment Fungicide treatment shall consist of a 5.25 percent sodium hypochlorite solution 9-08.5(3) Water Water used for water jetting steel surface cleaning operations shall be clean, fresh water only, without any detergents, bleach, or any other cleaning agents or additives. Recycling of rinse water for water jetting operations is not allowed. 9-08.6 Filter Fabric Filter fabric for water jetting operations shall be a polypropylene, non -woven, needle -punched geosynthetic or equivalent material conforming to the following requirements: Property Specification Performance Requirement Grab Tensile Strength ASTM D 4632 100 pounds minimum Apparent opening size ASTM D 4751 #70 U.S. sieve Permittivity ASTM D 4491 1.0 sec -1 or better 9-08.7 Single Component Urethane Sealant Single component urethane sealant shall conform to Federal Specification TT -S - 00230C Type II Class A. 9-08.8 Foam Backer Rod Foam backer rod shall be closed cell expanded polyethylene or polyurethane foam. SECTION 9-09, TIMBER AND LUMBER January 7, 2008 9-09.1 General Requirements This section is revised to read: All timber and lumber shall be sized as indicated in the Plans. 107 Amendments All timber and lumber to be painted shall be surfaced on all sides. All timber and lumber to be painted shall be thoroughly air or kiln dried to an equilibrium moisture content and shall be stored in such a manner as to remain in a thoroughly dry condition until placed into the work. 9-09.2 Grade Requirements This section is revised to read: Timber and lumber shall conform to the grades and usage listed below. Timber and lumber shall be marked with a certified lumber grade stamp provided by one of the following agencies: ,West Coast Lumber Inspection Bureau (WCLIB) Western Wood Products Association (WWPA) Pacific Lumber Inspection Bureau (PLIB) Any lumber grading bureau certified by the American Lumber Standards Committee For structures, all material delivered to the project shall bear a grade stamp and have a grading certificate. The grade stamp and grading certificate will not constitute final acceptance of the material. The Engineer may reject any or all of the timber or lumber that does not comply with the specifications or has been damaged during shipping or upon delivery. The grading certificate shall be issued by either the grading bureau whose stamp is shown on the material, or by the lumber mill, which shall be under the supervision of one of the grading bureaus listed above. The certificate shall include the following: Name of the mill performing the grading The grading rules being used Name of the person doing the grading with current certification Signature of a responsible mill official Date the lumber was graded at the mill Grade, dimensions, and quantity of the timber or lumber For Guardrail Posts and Blocks, Sign Posts, Mileposts, Sawed Fence Posts, and Mailbox Posts, the material delivered to the project shall either bear a grade stamp on each piece or have a grading certificate as defined above. The grade stamp or grading certificate shall not constitute final acceptance of the material. The Engineer may reject any or all of the timber or lumber that does not comply with the specifications or has been damaged during shipping or upon delivery. 108 Amendments 9-09.2(1) Surfacing and Seasoning This section including title is revised to read: 9-09.2(1) Structures All timber and lumber for structures shall be Douglas Fir -Larch unless specified otherwise in the contract, and shall conform to the following: Materials 2" to 4" nominal thick, 5" nominal and wider (Structural Joists and Planks) No. 1 and better, grade (Section 123-b of WCLIB) or (Section 62.11 of WWPA) Materials 5" nominal and thicker (Beams and Stringers) No. 1 and better, grade (Section 130-b of WCLIB) or (Section 70.11 of WWPA) Timber lagging for soldier pile walls shall be Douglas Fir -Larch, grade No. 2 or better or Hem -Fir No. 1. When the material is delivered to the project, the Engineer will check the order for the appropriate grade stamp. The invoice and grading certificate accompanying the order must be accurate and complete with the information listed above. The grading certificate and grade markings shall not constitute final acceptance of the material. The Engineer may reject any or all of the timber or lumber that does not comply with the specifications or has been damaged during shipping or upon delivery. 9-09.2(2) Vacant This section including title is revised to read: 9-09.2(2) Guardrail Posts and Blocks Timber and lumber for guardrail posts and blocks (classified as Posts and Timbers) shall conform to the species and grades listed below. Douglas Fir No. 1 and better, grade (Section 131-b WCLIB) or (Section 80.11 WWPA) Hem Fir Select Structural, grade (Section 131-a WCLIB) or (Section 80.10 WWPA) Southern Yellow Pine No. 1 and better, grade (Southern Pine Inspection Bureau) When the material is delivered to the project, the Engineer will check the order for the appropriate grade stamp. The grade markings shall not constitute final acceptance of the material. The Engineer may reject any or all of the timber or lumber that does not comply with the specifications or has been damaged during shipping or upon delivery. 109 Amendments 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 9-09.2(3) Inspection This section including title is revised to read: 9-09.2(3) Sign Posts, Mileposts, Sawed Fence Posts, and Mailbox Posts The allowable species of timber and lumber for signposts, and mileposts shall be Douglas Fir -Larch or Hem Fir. Timber and lumber for sawed fence posts and mailbox posts shall be Western Red Cedar, Douglas Fir -Larch, or Hem Fir. Sign posts, mileposts, sawed fence posts, and mailbox posts shall conform to the grades shown below. 4" x 4" Construction grade (Light Framing, Section 122-b WCLIB) or (Section 40.11 WWPA) 4" x 6" No. 1 and better, grade (Structural Joists and Planks, Section 123-b WCLIB) or (Section 62.11 WWPA) 6" x 6", 6" x 8", 8" x 10" No. 1 and better, grade (Posts and Timbers, Section 131-b WCLIB) or (Section 80.11 WWPA) 6" x 10", 6" x 12" No. 1 and better, grade (Beams and Stringers, Section 130-b WCLIB) or (Section 70.11 WWPA) SECTION 9-12, MASONRY UNITS August 3, 2009 9-12.4 Precast Concrete Manholes This section including title is revised to read: 9-12.4 Vacant 9-12.5 Precast Concrete Catch Basins This section including title is revised to read: 9-12.5 Vacant 9-12.6 Precast Concrete Inlets This section including title is revised to read: 9-12.6 Vacant 9-12.7 Precast Concrete Drywells This section including title is revised to read: 9-12.7 Vacant 110 Amendments SECTION 9-14, EROSION CONTROL AND ROADSIDE PLANTING August 3, 2009 9-14.4(4) Vacant This section including title is revised to read: 9-14.4(4) Wood Strand Mulch Wood strand mulch shall be a blend of loose, long, thin wood pieces derived from native conifer or deciduous trees with high length -to -width ratio. A minimum of 95% of the wood strand shall have lengths between 2 and 10 -inches, with a width and thickness between 1/16 and 3/8 -inches. • The mulch shall not contain resin, tannin, or other compounds in quantities that would be detrimental to plant life. Sawdust or wood shavings shall not be used as mulch. 9-14.4(8) Compost This section is revised to read: Compost products shall be the result of the biological degradation and transformation of plant -derived materials under controlled conditions designed to promote aerobic decomposition. Compost shall be stable with regard to oxygen consumption and carbon dioxide generation. Compost shall be mature with regard to its suitability for serving as a soil amendment or an erosion control BMP as defined below. The compost shall have a moisture content that has no visible free water or dust produced when handling the material. Compost production and quality shall comply with Chapter 173-350 WAC. Compost products shall meet the following physical criteria: 1. Compost material shall be tested in accordance with U.S. Composting Council Testing Methods for the Examination of Compost and Composting (TMECC) 02.02-B, "Sample Sieving for Aggregate Size Classification". Fine Compost shall meet the following: Min. Max. Percent passing 2" 100% Percent passing 1" 95% 100% Percent passing 5/8" 90% 100% Percent passing �/a" 75% 100% Maximum particle length of 6 inches Coarse Compost shall meet the following: Min. Max. Percent passing 3" 100% Percent passing 1" 90% 100% Percent passing 3/4" 70% 100% Percent passing 1/4" 40% .60% Maximum particle length of 6 inches 111 Amendments 2. The pH shall be between 6.0 and 8.5 when tested in accordance with U.S. Composting Council TMECC 04.11-A, "1:5 Slurry pH". 3. Manufactured inert material (plastic, concrete, ceramics, metal, etc.) shall be less than 1.0 percent by weight as determined by U.S. Composting Council TMECC 03.08-A "Classification of Inerts by Sieve Size". 4. Minimum organic matter shall be 40 percent by dry weight basis as determined by U.S. Composting Council TMECC 05.07A "Loss -On -Ignition Organic Matter Method (LOI)". 5. Soluble salt contents shall be Tess than 4.0 mmhos/cm when tested in accordance with U.S. Composting Council TMECC 04.10 "Electrical Conductivity". 6. Maturity shall be greater than 80% in accordance with U.S. Composting Council TMECC 05.05-A, "Germination and Root Elongation". Stability shall be 7 mg CO2 C/g OM/day or below in accordance with U.S. Composting Council TMECC 05.08-B "Carbon Dioxide Evolution Rate". 8. The compost product must originate a minimum of 65 percent by volume from recycled plant waste as defined in WAC 173-350 as "Type 1 Feedstocks." A maximum of 35 percent_by volume of "Type 2 Feedstocks," source -separated food waste, and/or biosolids may be substituted for recycled plant waste. The manufacturer shall provide a list of feedstock sources by percentage in the final compost product. 9. The Engineer may also evaluate compost for maturity using U.S. Composting Council TMECC 05.08-E "Solvita® Maturity Index". Fine Compost shall score a number 6 or above on the Solvita® Compost Maturity Test. Coarse Compost shall score a 5 or above on the Solvita® Compost Maturity Test. This section is supplemented with the following new sub -sections: 9-14.4(8)A Compost Approval The Contractor shall either select a compost manufacturer from the Qualified Products List, or submit the following information to the Engineer for approval: 1. A Request for Approval of Material Source. 2. A copy of the Solid Waste Handling Permit issued to the manufacturer by the Jurisdictional Health Department as per WAC 173-350 (Minimum Functional Standards for Solid Waste Handling). 3. The manufacturer shall verify in writing, and provide lab analyses that the material complies with the processes, testing, and standards specified in WAC 173-350 and these specifications. An independent Seal of Testing Assurance (STA) Program certified laboratory shall perform the analysis. 4. A copy of the manufacturer's Seal of Testing Assurance STA certification as issued by the U.S. Composting Council. 112 Amendments 9-14.4(8)03 Compost Acceptance Seven days prior to initial application of any compost the Contractor shall submit a compost sample, a STA test report dated within 90 calendar days, and the list of feedstocks by volume for each compost type to the Engineer for review. The Contractor shall use only compost that has been tested within 90 calendar days of application and meets the requirements in section 9-14.4(8). Compost not conforming to the above requirements or taken from a source other than those tested and accepted shall be immediately removed from the project and replaced at no cost to the Contracting Agency. 9-14.5 Erosion Control Devices This section is supplemented with the following new sub -section: 9-14.5(8) High Visibility Fencing High visibility fence shall be UV stabilized, orange, high-density polyethylene or polypropylene mesh, and shall be at least four feet in height. ' Support posts shall be wood or steel in accordance with Standard Plan 1-10.10-00. The posts shall have sufficient strength and durability to support the fence through the life of the project. 9-14.5(1) Polyacrylamide (PAM) The second sentence is revised to read: PAM shall be anionic and shall be linear, and not cross-linked. 9-14.5(3) Clear Plastic Covering . This section is revised to read: Clear plastic covering shall conform to the requirements of ASTM D 4397, for polyethylene sheeting having a minimum thickness of 6 mils. 9-14.5(7) Coir Log The reference to Standard Plans in the second sentence of the first paragraph is revised to read Plans. SECTION 9-16, FENCE AND GUARDRAIL December 1, 2008 9-16.1(1)A Post Material for Chain Link Fence The first paragraph is supplemented with the following: • Round Post Material Round post material shall be Grade 1 or 2. • Roll Form Material Roll -formed post material shall be Grade 1. Roll -formed end, corner, and pull posts shall have integral fastening loops to connect to the fabric for the full length of each post. Top rails and brace rails 113 Amendments shall be open rectangular sections with internal flanges as shown in ASTM F1043. The Round Post Material and Roll Form Material information following the third paragraph is deleted. 9-16.1(1)B Chain Link Fence Fabric The first paragraph is revised to read: Chain link fabric shall consist of 11 gage wire for chain Zink fence Types 3, 4, and 6, and 9 gage wire for chain Zink fence Type 1. The fabric shall be zinc -coated steel wire conforming. to AASHTO M 181, Class C. Zinc 5 -percent Aluminum-Mischmetal alloy meeting the requirements of ASTM B 750 may be substituted for zinc coating (hot -dipped) at the application rate specified by ASSHTO M 181 for hot -dip zinc coating. Coating for chain link fence fabric shall meet the requirements of ASTM A 817 with minimum weight of coating of uncoated wire surface 1.0 oz/sq ft (305 g/m2). 9-16.1(1)C Tension Wire This section including title is revised to read: 9-16.1(1)C Tension Wire and Tension Cable Tension wire shall meet the requirements of AASHTO M 181. Tension wire galvanizing shall be Class 1. Tension cable shall meet the requirements of Section 9-16.6(5). 9-16.1(1)D Fittings and Hardware This section is supplemented with the following: Fabric bands and stretcher bars shall meet the requirements of Section 9-16.6(9). Thimbles, wire rope clips, anchor shackles, and seizing shall meet the requirements of Section 9-16.6(6). 9-16.1(1)E Chain Link Gates The first sentence in the first paragraph is revised to read: Gate frames shall be constructed of not less than 1 1/2 -inch (I.D.) galvanized pipe. conforming to AASHTO M 181 Type I, Grade 1 or 2 as specified in Section 9- 16.1(1)A. The fourth sentence in the first paragraph is revised to read: All welds shall be ground smooth and painted with an A-9-73 galvanizing repair paint or A-11-99 primer meeting the requirements of Section 9-08.2. 9-16.2(1)A Steel Post Material The paragraph under Angle Post Material is revised to read: All angle post material shall be galvanized in accordance with the requirements of AASHTO M 111 except the anchor plate on fence post 114 Amendments material shall be grade 55. Angle post used for end, comer, gate and pull post and brace shall have a minimum weight of 3.1 lb/ft. The first sentence in the third paragraph is revised to read: Posts shall not be Tess than 7 -feet in length. The last sentence in the third paragraph is revised to read: The anchor plate shall be securely attached and have a surface area of 20 ±2 in2, and a minimum weight of 0.67 pounds. 9-16.3(2) Posts and Blocks The first sentence in the second paragraph is revised to read: Timber posts and blocks shall conform to the grade specified in Section 9-09.2(2). 9-16.3(3) Galvanizing The first sentence in the first paragraph is revised to read: W -beam or thrie beam rail elements and terminal sections shall be galvanized in accordance with AASHTO M-180, Class A, Type 2, except that the rail shall be galvanized after fabrication, with fabrication to include forming, cutting, shearing, punching, drilling, bending, welding, and riveting. 9-16.3(4) Hardware This section is revised to read: Unfinished Bolts (ordinary machine bolts), nuts, and washers for High Unfinished Bolts, shall conform to 9-06.5(1). High Strength bolts, nuts, and washers for High Strength Bolts shall conform to.9-06.5(3). Unfinished bolts will be accepted by field verification and documentation that bolt heads are stamped 307A. The Contractor shall submit a manufacturer's certificate of compliance per 1-06.3 for high strength bolts, nuts, and washers prior to installing any of the hardware. 9-16.3(5) Anchors The reference to "hot dip galvanized" in the tenth paragraph is revised to "galvanized". 9-16.4(2) Wire Mesh The reference to "hot dip galvanized" in the second sentence in the third paragraph is revised to "galvanized". 9-16.6(2) Glare Screen Fabric The reference to "A 491" in the second sentence in the first paragraph is revised to "ASTM A 491". 115 Amendments 9-16.6(3) Posts The first paragraph is revised to read: Line posts for Type 1 glare screen shall be 1 1/2 -inches by 1 7/8 -inches galvanized steel H column with a minimum weight of 2.8 pounds per linear foot. Line posts for Type 2 glare screen shall be 1 5/8 -inches by 2 1/4 -inches galvanized steel H column with a minimum weight of 4.0 pounds per linear foot, or 2 -inch inside diameter galvanized steel pipe with a nominal weight of 3.65 pounds per linear foot provided only one type shall be used on any one project. The first paragraph issupplemented with the following: End, corner, brace, and pull posts for Type 1 Design A shall be 1 1/2 -inches by 1 7/8 -inches steel H column with a minimum weight of 2.8 pounds per linear foot. The first sentence in the second paragraph is revised to read: End, corner, brace, and pull posts for Type 1 Design B and Type 2 shall be 2 -inch inside diameter galvanized steel pipe with nominal weight of 3.65 pounds per linear foot. The reference to "hot dip galvanized" in the third sentence in the second paragraph is revised to "galvanized". The first two sentences in the fifth paragraph are revised to read: All posts shall be galvanized in accordance with AASHTO M 181, Section 32. The minimum average zinc coating is per square foot of surface area. 9-16.6(5) Cable The reference to "hot dip galvanized" is revised to "galvanized". 9-16.6(6) Cable and Tension Wire Attachments The reference to "hot dip galvanized" in 'the first sentence in the first paragraph is revised to "galvanized". The third sentence in the first paragraph is deleted. 9-16.6(9) Fabric Bands and Stretcher Bars The reference to "hot dip galvanized" is revised to "galvanized". 9-16.6(10) Tie Wire: This section including title is revised to read: 9-16.6(10) Tie Wire and Hog Rings Tie wire shall be 9 gage aluminum wire complying with the ASTM B 211 for alloy 1100 H14 or 9 gage galvanized wire meeting the requirements of AASHTO M 279. Galvanizing shall be Class 1. Hog rings shall be 12 gage galvanized steel wire. 116 Amendments 9-16.8(1) Rail and Hardware The word "Composition" following the first paragraph is deleted. SECTION 9-19, PRESTRESSED CONCRETE GIRDERS April 6, 2009 9-19.1 Aggregates and Proportioning The first paragraph is revised to read: The concrete for prestressed girders shall have the minimum compressive strengths as specified in the Plans. Aggregates used in the mix shall conform to the following: Coarse aggregate shall be in accordance with Section 9-03.1(4). Fine aggregate shall be in accordance with Section 9-03.1(2), Class 1 or Class 2. The manufacturer may revise the grading of the coarse aggregate provided that the concrete mix design is qualified with the modified gradation. An alternative combined gradation conforming to Section 9-03.1(5) may also be used. The reference to Section 9-23.7 in the sixth paragraph is revised to Section 9-23.6. SECTION 9-23, CONCRETE CURING MATERIALS AND ADMIXTURES April 6, 2009 9-23.6 Admixture for Concrete This section including title is revised to read: 9-23.6 Chemical Admixtures for Concrete Acceptance of chemical admixtures will be based on Manufacturer's Certificate of Compliance. If required by the Engineer, admixtures shall be sampled and tested before they are used. A one -pint (500 milliliter) sample of the admixture shall be submitted to the WSDOT Headquarters Materials Laboratory for testing 10 days prior to use. Chemical Admixtures shall contain less than one percent chloride ion (CI-) by weight of admixture. This section is supplemented with the following new sub -sections. 9-23.6(1) Air Entraining Admixtures Air Entraining Admixtures shall meet the requirements of AASHTO M 154 or ASTM C 260. 9-23.6(2) Type A Water -Reducing Admixtures Type A Water -Reducing admixtures shall conform to the requirements of AASHTO M 194 Type A or ASTM C 494 Type A. 117 Amendments 9-23.6(3) Type B Retarding Admixtures Type B Retarding admixtures shall conform to the requirements of AASHTO M 194 Type B or ASTM C 494 Type B. 9-23.6(4) Type C Accelerating Admixtures Type C Accelerating admixtures shall conform to the requirements of AASHTO M 194 Type C or ASTM C 494 Type C and onlynon-chloride accelerating admixtures shall be used. 9-23.6(5) Type D Water -Reducing and Retarding Admixtures Type D Water -Reducing and Retarding admixtures shall conform to the requirements of AASHTO M 194 Type D or ASTM C 494 Type D. 9-23.6(6) Type E Water -Reducing and Accelerating Admixtures Type E Water -Reducing and Accelerating admixtures shall conform to the requirements of AASHTO M 194 Type E or ASTM C 494 Type E and only non - chloride accelerating admixtures shall be used. 9-23.6(7) Type F Water -Reducing, High Range Admixtures Type F Water -Reducing, High Range admixtures shall conform to the requirements of AASHTO M 194 Type F or ASTM C 494 Type F. 9-23.6(8) Type G Water -Reducing, High Range and Retarding Admixtures Type G Water -Reducing, High Range and Retarding admixtures shall conform to the requirements of AASHTO M 194 Type G or ASTM C 494 Type G. 9-23.6(9) Type S Specific Performance Admixtures Type S Specific Performance Admixtures shall conform to the requirements of ASTM C 494 Type S. When a Type S admixture is used a report on the performance characteristics of the Type S admixture shall be submitted along with the WSDOT concrete mix design (WSDOT Form 350-040). The report shall describe the performance characteristics and provide data substantiating the specific characteristics of the Type S admixture in accordance with ASTM C 494. 9-23.7 Air Entraining and Chemical Admixtures for Precast Prestressed Concrete This section including title is revised to read: 9-23.7 Vacant 9-23.9 Fly Ash This section is supplemented with the following: Fly ash that exceeds the available alkalies limits set in AASHTO M 295 Table 2 may be used if they meet the tests requirements of Section 9-03.1(1). The optional chemical limits in AASHTO M 295 Table 2 do not apply to fly ash used in Controlled Density Fill. 118 Amendments SECTION 9-25, WATER April 6, 2009 9-25.1 Water for Concrete The first paragraph is revised to read: Water for concrete, grout, and mortar shall be clear, apparently clean, and suitable for human consumption (potable). If the water contains substances that cause discoloration, unusual smell or taste, or other suspicious content, the Engineer may require the Contractor to provide test results documenting that the water meets the physical test requirements and chemical limits described in ASTM C1602 for non - potable water. SECTION 9-28, SIGNING MATERIALS AND FABRICATION April 6, 2009 9-28.8 Sheet Aluminum Signs The second paragraph (excluding chart) is revised to read: After the sheeting has been fabricated, the surface of each panel shall be protected from corrosion. The corrosion protection shall meet the requirements of ASTM B- 449 class II Specification for Chromates on Aluminum. Aluminum signs over 12 -feet wide by 5 -feet high shall be comprised of vertical panels in increments of 2, 3, or 4 - feet wide. No more than one 2 -foot and/or 3 -foot panel may be used per sign. The Contractor shall use the widest panels possible. All parts necessary for assembly shall be constructed of aluminum, galvanized, or stainless steel in accordance with the plans. Sheet thickness shall be as follows: 9-2:8.9(1) Mechanical Properties The chart in this section is revised to read: Mechanical Property Tensile Strength Tensile Modulus Flexural Strength Flexural Modulus Compression Strength Compression Modulus Punch Shear Ave. Min. Requirement 10.0 psi x103 1.2 psi x106 20.0 psi x 103 1.2psi x106 32.0 psi x 103 1.4psi x106 12.0 psi x 103 ASTM Test D638 D638 D790 D790 D695 D695 D732 9-28.14(2) Steel Structures and Posts The first sentence in the fifth paragraph is supplemented with the following: Steel used for slip bases (SB -1, SB -2, SB -3) and heavy duty anchors shall have a controlled silicon maximum of 0.40 -percent. 119 Amendments SECTION 9-29, ILLUMINATION, SIGNAL, ELECTRICAL August 3, 2009 9-29.1 Conduit, Innerduct, and Outerduct This section's content is deleted. This section is supplemented with the following: Conduit shall be free from defects, including out of round, and foreign inclusions. Conduit shall be uniform in color, density, and physical properties. The inside shall be smooth and free from burrs which could damage cable during installation. Conduit ends shall be cut square to the inside diameter, and supplied with thread protectors. All conduit, conduit fittings, and associated hardware/appurtenances shall be listed by a Nationally Recognized Testing Laboratory. 9-29.1(1) Rigid Metal Conduit, Galvanized Steel Outerduct, and Fittings Rigid metal conduit, shall be straight, and be rigid galvanized steel, or stainless steel, as required and bear the mark of a Nationally Recognized Testing Laboratory. Exterior and interior surfaces of the galvanized steel conduit, except threaded ends, shall be uniformly and adequately zinc coated by a hot -dip galvanizing process. The average of the zinc coating shall comply with Federal Specification WW -C-581 d. 9-29.1(2) Rigid Metal Conduit Fittings and Appurtenances Couplings for rigid metal type conduits may be either hot -dip or electroplated galvanized. Conduit bodies and fittings for rigid steel conduit systems ' shall be listed by Nationally Recognized Testing Laboratory listed for wet locations, and shall be hot- dip galvanized malleable iron, or bronze. Conduit bodies shall have tapered threads, and include a bolt on cover with stainless steel screws and a neoprene gasket seal. Grounding end bushings shall be bronze or galvanized malleable iron with copper, tinned copper, stainless steel, or integral lug with stainless steel clamping screw, mounting screw and set screw. Conduit clamps and straps shall be type 304 or type 316 stainless steel or hot -dip galvanized.,. Two -hole type straps shall span the entire width of the support channel and attach to the supports on both sides of the conduit with bolts and associated hardware. Two piece conduit clamps shall interlock with the support channel with a single bolt. Conduit supports for surface mounted conduit shall be hot -dip galvanized or type 304 or type 316 stainless steel channel using type 304 or type 316 stainless steel bolts and spring nuts. 9-29.1(2)A Expansion Fittings, Deflection Fittings, and Combination Expansion/Deflection Fittings Expansion fittings for rigid galvanized steel conduit shall be weather tight, with hot- dip galvanized malleable or ductile iron end couplings and body and shall allow for 4 -inches of movement minimum (2 -inches in each direction). Expansion fittings for rigid galvanized steel conduit shall have an external tinned copper bonding jumper or an internal tinned copper bonding jumper. The internal tinned copper bonding jumper shall not reduce the conduit conductor capacity. 120 Amendments Deflection fittings for rigid galvanized steel conduit shall be weather tight, with hot- dip galvanized ductile iron or bronze end couplings, with molded neoprene sleeve, stainless steel bands and internal tinned copper bonding jumper. Deflection fittings shall provide for conduit movement of 34 -inch in all directions and angular movement of 30 degree in any direction. A combination of a deflection and an expansion fitting for rigid galvanized steel conduit shall be assembled from a deflection fitting and an expansion fitting as defined above. The bonding jumper used for expansion fittings and combination expansion deflection fittings shall be a tinned copper braid attached to the conduit with a galvanized "U" bolt type connection designed for the application. 9-29.1(3) Flexible Metal Conduit Liquidtight flexible metal conduit shall consist of a single strip of continuous flexible interlocked steel galvanized inside and out, forming a smooth internal wiring channel with a liquid tight covering of sunlight resistant flexible PVC conforming to NEC Article 350. 9-29.1(3)A Flexible Metal Conduit Appurtenances Liquidtight connectors shall be the insulated throat type, conforming to NEC Article 350, and listed for wet locations. 9-29.1(4) Non -Metallic Conduit 9-29.1(4)A Rigid PVC Conduit Rigid PVC conduit shall conform to NEMA TC 2 and ASTM F 2136, and UL 651. Fittings shall conform to NEMA TC -3, and be UL 514C and UL 651. PVC solvent cement shall meet ASTM D 2564 including note 8 (label to show pipe sizes for which the cement is recommended). 9-29.1(4)B HDPE Conduit HDPE conduit shall be listed by a Nationally Recognized Testing Laboratory. Couplings for HDPE shall be mechanical and listed for use with HDPE. Aluminum mechanical couplings are prohibited. 9-29.1(5) Innerduct and Outerduct The innerduct system shall be factory -installed and shall be designed so that expansion and contraction of the innerducts takes place in the coupling body to eliminate compatibility problems. The conduit coupling body shall have a factory - assembled gasket that is multi -stage and anti -reversing, sealing both the outerduct and innerducts. A secondary mid -body 0 -ring gasket shall be seated into the coupling body and shall hold the coupling body firmly in the outerduct. All fittings, adapters, and bends (sweeps) shall be provided and shall be manufactured from the same materials and manufacturing process as the conduit, except as specified otherwise. The conduit system shall be a complete system with the following accessories: 121 Amendments Manhole Terminator Kits Deflection Fittings Offset Fittings Expansion/Contraction Fittings Repair Kits Conduit and Innerduct Plugs Pull string Pull rope Conduit spacers Split Plugs 9-29.1(5)A Rigid Galvanized Steel Outerduct with PVC or PE Innerduct Each section of steel outerduct shall be supplied with one reversing spin coupling that allows straight sections and fittings to be joined without spinning the conduit. The reversing coupling shall be galvanized and have three setscrews or a lock nut ring to lock the coupling in place. Setscrews or lock nut ring shall be galvanized or stainless steel and insure continuous electrical ground. The couplings shall be galvanized steel with the same material properties as the conduit. The conduit system shall be designed so that assembly of components can be accomplished in the following steps: 1. Loosen setscrews or lock nut ring on coupling and spin back to allow for insertion. 2. Spin coupling mating sections forward to bottom. 3. Tighten setscrews on lock nut ring. 9-29.1(5)B Rigid PVC Outerduct with PVC or PE Innerduct Protective outerduct for schedule 40 PVC and schedule 80 PVC conduit outerduct shall be 4 -inch with a minimum 5 -inch extended integral "bell end" and shall be gray in color. The outerduct minimum wall thickness shall be 0.23 -inch for Schedule 40 PVC and 0.32 -inch for Schedule 80 PVC. Conduit and fittings for PVC outerduct shall be manufactured with an ultraviolet inhibitor. The coupling body for PVC outerduct shall include a factory -assembled, multi -stage gasket that is anti -reversing, sealing both the outer and innerducts. A secondary mid -body gasket shall be seated at the shoulder of the bell to assure air and water integrity of the system. The bell end and the coupling body assembly shall accept a minimum of 5 -inches of the spigot end. The conduit system shall be designed so that straight sections and fittings will assemble without the need for lubricants or cement. PVC outerduct shall have a longitudinal print -line that denotes "Install This Side Up" for proper innerduct alignment. PVC outer -ducts shall, have a circumferential ring on the spigot end of the duct to provide a reference point for ensuring the proper insertion depth when connecting conduit ends. The line shall be a minimum of 5 - inches from the end of the conduit. 122 Amendments 9-29.1(5)C Innerduct for Straight Sections of Galvanized Steel Outerduct or PVC Outerduct The innerducts shall have a minimum outside diameter of 1.25 -inch, and a minimum inside diameter of 1.2 -inch. Larger diameter innerducts may be provided if the wall thickness and diameter tolerances are met. The tolerance for inside and outside diameters shall be 0.005 -inch. The innerducts shall have a minimum wall thickness of 0.060 -inch. Innerduct shall be color coded and shall index a minimum of one innerduct with a different color. Alternate color codes are permitted as long as the color codes are contiguous between adjacent junction boxes. The innerducts shall be factory installed in the outerduct. Dynamic coefficient of friction of innerducts shall be tested in accordance with Telcordia GR -356 -CORE procedure. The coefficient of friction shall be less than 0.30 between medium density polyethylene jacketed fiber optic cable and the prelubricated innerduct. The coefficient of friction shall be less than 0.10 between the 14 -inch diameter polypropylene rope (suitable for fiber optic cable pulling) and the prelubricated innerduct. Pull rope used for testing (meeting the 0.10 coefficient of friction requirement) shall be the same type as the pull rope used for cable installation. The Contractor shall provide as part of the conduit submittals a certificate of compliance with these coefficient of friction requirements. The innerduct shall have a smooth, non -ribbed interior surface, with a factory prelubricated coating. The coating shall provide the required dynamic coefficient of friction. Innerduct shall be extruded polyvinyl chloride (PVC) or polyethylene (PE). The coupling body for the innerduct shall be factory assembled in the bell end of the outerduct and shall be manufactured from a high impact engineered thermoplastic. The coupling body face shall be supplied with lead-ins to facilitate assembly. All outerduct shall be marked with data traceable to plant location. 9-29.1(5)D Conduit with Innerducts Fittings and Appurtenances Duct plugs shall be polypropylene and be equipped with a neoprene or polyurethane gasket. Plugs shall be equipped with an attachment to secure the pull rope in the innerduct. The plug shall withstand 5 psi. 9-29.1(5)D1 Bends for 4 -inch PVC Conduit with Innerducts or Galvanized Steel Conduit with Innerducts All bend radii shall be 36 -inches or greater. The conduit system, shall provide a complete line of fixed and flexible sweeps with system compatible bell and spigot or threaded ends. The bends shall contain high-temperature burn -through -resistant innerducts manufactured from PVC, PE, or Nylon -66. The innerducts shall meet all other requirements for innerduct In Sections 9-29.1(1) and 9-29.1(5)A. 9-29.1(5)D2 Prefabricated Fixed and Flexible Bends (for Innerducts) The prefabricated standard fixed PVC bends shall have a radius between 4 -feet and 9 -feet and sweep angles of 11.25 -degree, 22.5 -degree, 45 -degree, or 90 -degree. Flexible bends shall be prefabricated. These conduits may be field bent to a uniform radius no Tess than 4 -feet. The field bend shall be no greater than 90- 123 Amendments degrees. Grounding shall be continuous in flexible bends. Outerduct for flexible ends shall be manufactured from reinforced PVC. Expansion and Deflection fittings for rigid galvanized steel conduit with innerduct shall be provided in accordance with 9-29.1(2)A. 9-29.1(6) Detectable Underground Warning Tape Detectable Underground Warning tape shall be Orange imprinted in black lettering with the message; "FIBER OPTIC CABLE BURIED BELOW" or equal. The warning tape shall be polyethylene with a metallic backing. The polyethylene shall be a minimum 4 -mils thick and 3 -inches wide. 9-29.1(7) Steel Casings Steel casing material shall conform to ASTM A 252 Grade 2 or 3 or casing as approved by the Engineer. The Contractor shall furnish pipe of adequate thickness to withstand the forces exerted by the boring operation as well as those forces exerted by the earth during installation and shall be a minimum of %-inch thick. All joints shall be welded by a welder qualified in accordance with AWS D1.1 structural welding code, section 3. 9-29.1(8) Drilling Fluid Drilling fluid used for directional boring shall be an inert mixture of water and bentonite clay, conforming to the drilling equipment manufacturers recommendations. 9-29.2(1) Standard Duty and Heavy Duty Junction Boxes The second paragraph is revised to read: Standard Duty Junction Boxes are defined as Type 1, 2, and 8, and Heavy Duty Junction Boxes are defined as Type 4, 5, and 6. 9-29.2(1)A Standard Duty Junction Boxes The second sentence of the first paragraph is revised to read: A complete Type, 8 Junction Box includes the spread footing shown in the Standard Plans. The materials list in the third paragraph under Concrete Junction Boxes is supplemented with the following: Bolts, Nuts, Washers ASTM F 593 or A 193, type 304 or 316 The third sentence in the second paragraph under Non -concrete Junction Boxes is revised to read: Non -concrete junction box lids shall include a pull slot, embedded 6" X 6" X 1/4" steel plate and shall be secured with two '/z inch stainless steel hex -head bolts factory coated with anti -seize compound and recessed into the cover. 9-29.2(1)C Testing Requirements The paragraph under Testing for the Standard Duty non -concrete Junction Boxes is revised to read: 124 Amendments Non -concrete Junction Boxes shall be tested as defined in the ANSI/SCTE 77-2007 Tier 22 test method with design Toad minimum of 22,500 lbs. In addition the Contractor shall provide a Manufacture Certificate of Compliance for each non - concrete junction box installed. 9-29.2(2) Standard Duty and Heavy Duty Cable Vaults and Pull Boxes The first sentence of the second paragraph is revised to read: The Contractor shall provide shop drawings for all components including concrete box, Cast Iron Ring, Ductal Iron Lid, Steel Rings, and Lid. In addition the shop drawings shall show placement of reinforcing steel, knock outs, and any other appurtenances. 9-29.3 Conductors, Cable This section's content is deleted. This section's title is revised to read: 9-29.3 Fiber Optic Cable, Electrical Conductors, and Cable 9-29.3(1)A Singlemode Fiber Optic Cable This section is revised to read: Singlemode fibers utilized in the cables specified herein shall be fabricated from 100 kpsi proof stress glass and primarily composed of silica which shall provide a matched clad index of refraction (n) profile and the following physical and performance characteristics: 1. Maximum Attenuation: 0.4/0.3 dB/km at 1310/1550 nanometers, respectively; 2. Typical Core Diameter: 8.3 microns; 3. Cladding Diameter: 125 micron; 4. Core -to -Cladding Offset (Defined as the distance between the core center and the cladding center: < 0.8 microns; 5. Cladding Non -Circularity (Defined as {[1 -(minimum cladding diameter - maximum cladding diameter)] X 100.}: < 2.0%; 6. Coating Diameter of 250 microns ± 15 microns with a minimum coating thickness at any point of not less than 50 microns; 7. The coating shall be a dual -layered, UV -cured acrylate applied by the fiber manufacturer; and, 8. The coating shall be mechanically or chemically strippable without damaging the fiber. 125 Amendments 9-29.3(2) Twisted -Pair (TWP) Copper Cable This section's content is deleted. This section's title is revised to read: 9-29.3(2) Electrical Conductors and Cable This section is supplemented with the following new sub -sections: 9-29.3(2)A Single Conductor 9-29.3(2)A1 Single Conductor Current Carrying All current carrying single conductors shall be stranded copper conforming to ASTM B3 and B8. Insulation shall be chemically XLP (cross-linked polyethylene) or EPR (Ethylene Propylene Rubber) Type USE rated for 600 volt. 9-29.3(2)A2 Grounding Electrode Conductor Grounding electrode conductor shall be bare or insulated stranded copper. The insulation shall be green or green with a yellow tracer. 9-29.3(2)A3 Equipment Grounding and Bonding Conductors Equipment grounding and bonding jumper conductors shall be bare or green insulated, stranded copper with cross-linked polyethylene insulation rated USE and 600 volts, with the exception that the equipment grounding and bonding jumper conductors installed between junction box, pull box, or cable vault frame and lids shall be tinned, braided copper. 9-29.3(2)A4 Location Wire Location wire shall be a single stranded copper size AWG 14 insulated conductor. The insulation shall be type USE Orange in color. 9-29.3(2)B Multi -Conductor Cable Two conductor through 10 conductor unshielded signal control cable shall conform to International Municipal Signal Association (IMSA) signal cable Specification 20-1. 9-29.3(2)C Aluminum Cable Steel Reinforced Triplex or Quadraplex type ACSR neutral self-supporting aerial conductors of the appropriate size for aluminum conductors shall be used where required in the Contract. The neutral conductor shall be the same size as the insulated conductor. All conductors shall be stranded. 9-29.3(2)D Pole and Bracket Pole and bracket cable shall be a two -conductor cable rated for 600 volts. The individual conductors shall be one red and one black 19 -strand No. 10 AWG copper, assembled parallel. The conductor insulation ,shall be 45 -mil polyvinyl chloride ora 600 volt rated cross-linked polyethylene. The Jacketing shall be polyethylene or polyvinyl chloride not less than 45 -mils thick. If luminaires with remote ballasts are specified in the Contract, this same cable shall be used between luminaire and ballast for both timber and ornamental pole construction. If the luminaire requires fixture wire temperatures greater than 75°C, the outer jacket shall be stripped for that portion of the cable inside the luminaire. The single conductors shall then be sheathed with braided fiberglass sleeving of the temperature rating recommended by the luminaire manufacturer. 126 Amendments 9-29.3(2)E Two -Conductor Shielded Two conductor shielded (2CS) cable shall have 14 AWG (minimum) conductors and shall conform to IMSA Specification No. 50-2. 9-29.3(2)F Detector Loop Wire Detector loop wire may be 12 or 14 AWG stranded copper wire, IMSA 51-3 9-29.3(2)G Four -Conductor Shielded Cable Four conductor shielded cable (4CS) shall consist of a cable with four 18 AWG conductors with polypropylene insulation, an aluminized polyester shield, water blocking material in, the cable interstices, and a 26 -mil minimum outer jacket of polyethylene. The four -conductor assembly shall be twisted 6 turns per foot. Each conductor shall have a different insulation color. Overall cable diameter shall be 0.25 -inch maximum. Capacitance between adjacent pairs shall be 18 pf per foot and 15 pf per foot between diagonal pairs. The capacitances shall not vary more than 10 percent after a 10 -day immersion test with ends exposed in a saturated brine solution. 9-29.3(2)H Three -Conductor Shielded Cable Three -conductor shielded cable (3CS) for the detector circuit for optical fire preemption receivers shall consist of three 20 AWG conductors with aluminized mylar shield and one No. 20 drain wire, all enclosed with an outer jacket. All wires shall be 7 X 28 stranded tinned copper material. Conductor insulation shall be rated 75°C, 600 volt. The drain wire shall be uninsulated. Conductor color coding shall be yellow, blue, and orange. DC resistance of any conductor or drain wire shall not exceed 11 ohms per 1,000 -feet. Capacitance from one conductor to the other two conductors and shield shall not exceed 48 pf per foot. The jacket shall be rated 80 degree C, 600 volt, with a minimum average wall thickness of 0.045 -inch. The finished outside diameter of the cable shall be 0.3 -inch maximum. 9-29.3(2)1 Twisted Pair Communications Cable Twisted Pair Communications Cable shall meet RUS Specification 1755.390 and shall be AWG22 conductor. The cable shall have a petroleum compound completely filling the inside of the cable and rated for OSP (Outside Plant) applications. 9-29.6 Light and Signal Standards This section is supplemented with the following: Materials for steel light and signal standards, and associated anchorage and fastening hardware, shall conform to Sections 9-29.6(1), 9-29.6(2) and 9-29.6(5) unless otherwise specified in one of the following documents: • 1. The steel light and signal standard fabricator's pre -approved plan as approved by the Washington State Department of Transportation and as identified in the Special Provisions. 2. The steel light and signal standard fabricator's shop drawing submittal, including supporting design calculations, as submitted in accordance with Sections 6-01.9 and 8-20.2(1) and the Special Provisions, and as approved by the Engineer. 127 Amendments 1 9-29.10 Luminaires Item G. under the first paragraph is revised to read: ' G. Housings shall be fabricated from aluminum. Painted housings shall be painted flat gray, Federal Standard 595 color No. 26280. Housings that are painted shall withstand a 1,000 -hour salt spray test as specified in ASTM B ' 117. 9-29.10(2) Decorative Luminaires ' The reference to "Federal Standard 595B" in the third sentence of the sixth paragraph is revised to "Federal Standard 595". ' 9-29.10(3) High Mast Luminaires and Post Top Luminaires The second sentence of the third paragraph is revised to read: All housings shall be painted flat gray, Federal Standard 595 color No. 26280. Painting 9-29.16( 2) Si9 nal Heads The reference to "Federal Standard 595B" in the first sentence is revised to "Federal 1 Standard 595". 9-29.20 Pedestrian Signals Under the second paragraph in item B(3) the reference to "Federal Standard 595B" is revised to "Federal Standard 595" SECTION 9-30, WATER DISTRIBUTION MATERIALS December 1, 2008 1 9-30.3(1) Gate Valves (3 -inches to 16 -inches) The second paragraph is revised to read: 1 The Contractor shall provide an affidavit of compliance stating that the, valve furnished fully complies with AWWA C509 or AWWA C515. SECTION 9-33, CONSTRUCTION GEOSYNTHETIC August 3, 2009 1 In regards to sieve sizes, all references in this division to "U.S." and "Square" are deleted. 1 SECTION 9-34, PAVEMENT MARKING MATERIAL 1 August 3, 2009 9-34.2(1) High VOC Solvent Based Paint The reference to "Federal Standard 595a" in the first paragraph under Color -Yellow is revised to "Federal Standard 595". 1 128 Amendments 9-34.2(2) Low VOC Solvent Based Paint The reference to "Federal Standard 595a" in the first paragraph under Color -Yellow is revised to :Federal Standard 595". 9-34.2(3) Low VOC Waterborne Paint The reference to "Federal Standard 595a" in the first paragraph under Color -Yellow is revised to "Federal Standard 595". 9-34.2(4) Temporary Pavement Marking Paint This section is revised to read: Paint used for temporary pavement marking shall conform to the requirements of Section 9-34.2. 9-34.5 Temporary Pavement Marking Tape The third sentence is deleted. 9-34.6 Temporary Raised Pavement Markers The eighth and ninth sentences in the first paragraph are deleted. SECTION 9-35, TEMPORARY TRAFFIC CONTROL MATERIALS August 3, 2009 9-35.2 Construction Signs The fourth paragraph is revised to read: The use of plywood, fiberglass reinforced plastic, fabric rollup signs, and any other previously approved sign materials except aluminum or aluminum composite is prohibited. The following is inserted after the first sentence of the fifth paragraph: A fabrication decal as stated in Section 9-28.1(2) is not required for construction signs. 9-35.14 Portable Temporary Traffic Control Signal The sixth sentence of the seventh paragraph is deleted. The third sentence in the eighth paragraph is revised to read: A highly retroreflective yellow strip, 3 -in wide, shall be placed around the perimeter of the face of all vehicle signal backplates to project a rectangular image at night • towards oncoming traffic. 129 Amendments City of Yakima Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-000S(062) State Contract No. TA -1407 November 2009 SPECIAL PROVISIONS 130 Special Provisions This page left intentionally blank. 131 Special Provisions SPECIAL PROVISIONS The following Special Provisions are made a part of this contract and supersede any conflicting provisions of the 2008 Standard Specifications for Road; Bridge and Municipal Construction, and the foregoing Amendments to the Standard Specifications. Several types of Special Provisions are included in this .contract; General, Region, Bridges and Structures, and Project Specific. Special Provisions types are differentiated as follows: (date) General Special Provision Notes a revision to a General Special Provision and also notes a Project Specific Special Provision (Regions' date) Region Special Provision (BSP date) Bridges and Structures Special Provision General Special Provisions are similar to Standard Specifications in that they typically apply to many projects, usually in more than one Region. Usually, the only difference from one project to another is the inclusion of variable project data, inserted as a "fill-in". Region Special Provisions are commonly applicable within the designated Region. Region designations are as follows: Regions' ER Eastern Region NCR North Central Region NWR Northwest Region OR Olympic Region SCR South Central Region SWR Southwest Region WSF Washington State Ferries Division Bridges and Structures Special Provisions are similar to Standard Specifications in that they typically apply to many projects, usually in more than one Region. Usually, the only difference from one project to another is the inclusion of variable project data, inserted as a "fill-in". Project Specific Special Provisions normally appear only in the contract for which they were developed. 132 Special Provisions DIVISION 1 GENERAL REQUIREMENTS DESCRIPTION OF WORK This contract provides for the construction of the Yakima Railroad Grade Separations — Phase 2 — Lincoln Avenue, all in accordance with the Contract Provisions and Standard Specifications. 1-01.3 Definitions (September 12, 2008 APWA GSP) This Section is supplemented with the following: All references in the Standard Specifications to the terms "State", "Department of Transportation", "Washington State Transportation Commission", "Commission", "Secretary of Transportation", "Secretary", "Headquarters", and "State Treasurer" shall be revised to read "Contracting Agency". All references to "State Materials Laboratory" shall be revised to read "Contracting Agency designated location". The venue of all causes of action arising from the advertisement, award, execution, and performance of the contract shall be in the Superior Court of the County where the Contracting Agency's headquarters are located. Additive A supplemental unit of work or group of bid items, identified separately in the proposal, which may, at the discretion of the Contracting Agency, be awarded in addition to the base bid. Alternate One of two or more units of work or groups of bid items, identified separately in the proposal, from which the Contracting Agency may make a choice between different methods or material of construction for performing the same work. Contract Documents See definition for "Contract". Contract Time The period of time established by the terms and conditions of the contract within which the work must be physically completed. Dates Bid Opening Date The date on which the Contracting Agency publicly opens and reads the bids. Award Date The date of the formal decision of the Contracting Agency to accept the lowest responsible and responsive bidder for the work. 133 Special Provisions Contract Execution Date The date the Contracting Agency officially binds the agency to the contract. Notice to Proceed Date The date stated in the Notice to Proceed on which the contract time begins. Substantial Completion. Date The day the Engineer determines the Contracting Agency has full and unrestricted use and benefit of the facilities, both from the operational and safety standpoint, and only minor incidental work, replacement of temporary substitute facilities, or correction or repair remains for the physical completion of the total contract. Physical Completion Date The day all of the work is physically completed on the project. All documentation required by the contract and required by law does not necessarily need to be furnished by the Contractor by this date. Completion Date The day all the work specified in the contract is completed and all the obligations of the Contractor under the contract are fulfilled by the Contractor. All documentation required by the contract and required by law must be furnished by the Contractor before establishment of this date. Final Acceptance Date The date on which the Contracting Agency accepts the work as complete. Notice of Award The written notice from the Contracting Agency to the successful bidder signifying the Contracting Agency's acceptance of the bid. Notice to Proceed The written notice from the Contracting Agency or Engineer to the Contractor authorizing and directing the Contractor to proceed with the work and establishing the date on which the contract time begins. Traffic Both vehicular and non -vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian traffic. 1-02 BID PROCEDURES AND CONDITIONS 1-02.1 Prequalification of Bidders Delete this Section and replace it with the following: 1-02.1 Qualifications of Bidder (March 25, 2009 APWA GSP) Bidders must meet the minimum qualifications of RCW 39.04.350(1), as amended: "Before award of a public works contract, a bidder must meet the following responsibility criteria to be considered a responsible bidder and qualified to be awarded a public works project. The bidder must: 134 Special Provisions (a) At the time of bid submittal, have a certificate of registration in compliance with chapter 18.27 RCW; (b) Have a current state unified business identifier number; (c) If applicable, have industrial insurance coverage for the bidder's employees working in Washington as required in Title 51 RCW; an employment security department number as required in Title 50 RCW; and a state excise tax registration number as required in Title 82 RCW; and (d) Not be disqualified from bidding on any public works contract under RCW 39.06.010 or 39.12.065(3)." 1-02.2 Plans and Specifications (October 1, 2005 APWA GSP) Delete this section and replace it with the following: Information as to where Bid Documents can be obtained the Call for Bids (Advertisement for Bids) for the work. After award of the contract, plans and specifications will at no cost as detailed below: To Prime Contractor Reduced plans (11" x 17") and Contract Provisions Large plans (e.g., 22" x 34") and Contract Provisions or reviewed will be found in be issued to the Contractor No. of Sets Basis of Distribution 10 Furnished automatically upon award. N/A Furnished only upon request. Additional plans and Contract Provisions may be purchased by the Contractor by payment of the cost stated in the Invitation to Bid. 1-02.4 Examination of Plans, Specifications and Site of Work (March 13, 1995) Section 1-02.4, is supplemented with the following: The soils information used for study and design of this project is available for review by the bidder at the following address: Yakima City Hall 129 North 2nd Street . Yakima, Washington 98901 135 Special Provisions 1 1 11 1 1 1 1 1 1 1 1 1 1 1-02.5 Proposal Forms (October 1, 2005 APWA GSP) Delete this section and replace it with the following: At the request of a bidder, the Contracting Agency will provide a proposal form for any project on which the bidder is eligible to bid. The proposal form will identify the project and its location and describe the work. It will also list estimated quantities, units of measurement, the items of work, and the materials to be furnished at the unit bid prices. The bidder shall complete spaces on the proposal form that call for, but are not limited to, unit prices; extensions; summations; the total bid amount; signatures; date; and, where applicable, retail sales taxes and acknowledgment of addenda; the bidder's name, address, telephone number, and signature; the bidder's D/M/WBE commitment, if applicable; a State of Washington Contractor's Registration Number; and a Business License Number, if applicable. Bids shall be completed by typing or shall be printed in ink by hand, preferably in black ink. The required certifications are included as part of the proposal form. The Contracting Agency reserves the right to arrange the proposal forms with alternates and additives, if such be to the advantage of the Contracting Agency. The bidder shall bid on all alternates and additives set forth in the proposal forms unless otherwise specified. Any correction to a bid made by interlineation, alteration, or erasure, shall be initialed by the signer of the bid. The bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. A bid by a corporation shall be executed in the corporate name, by the president or a vice president (or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name, and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any D/W/MBE requirements are to be satisfied through such an agreement. 1-02.6 Preparation of Proposal (October 10, 2008 APWA GSP) Supplement the second paragraph with the following: 4. If a minimum bid amount has been established for any item, the unit or lump sum price must equal or exceed the minimum amount stated. 136 Special Provisions Section 1-02.6 is supplemented with the following: (******) Alternative Bids The bidding proposal on this project permits the bidder to submit a bid on one of two alternatives for the construction of the walls from STA. 68+08.25 to STA. 73+35.75 (LT and RT). Bid Proposal The bid proposal is composed of the following parts: Base Bid and Alternatives Al and A2. The base bid includes all items that do not change as to quantity, dimension, or type of construction, regardless of which alternative is bid. The Alternative portions of the bid proposal contain all items which change as to quantity, dimension, or construction method, depending on which alternative is bid. Alternative Al Alternative Al is based on constructing the Secant Pile Wall. The bid items for Alternative Al are as listed in the bid proposal. Alternative A2 Alternative A2 is based on constructing the Diaphragm Wall. The bid items for Alternative A2 are as•listed in the bid proposal. Bidding Procedures The bidder shall submit a price on each and every item of work included in the base bid. The bidder shall also submit prices on each and every item under the alternative on which the bidder chooses to bid. The successful bidder will be determined by the lowest total of an alternative plus the base bid. Award will be based on the lowest total subject to the requirements of Section 1-03. (August 7, 2006) A minimum bid of $30,000 lump sum has been established for the item "Type C Progress Schedule." The Contractor's bid shall equal or exceed that amount. If the Contractor's bid is less than the minimum specified amount, the Contracting Agency will unilaterally revise the bid amount to the minimum specified amount and recalculate the Contractor's total bid amount. The corrected total bid amount will be used by the Contracting Agency for award purposes and to fix the amount of the contract bond. 137 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 (December 1, 2008) A minimum bid of $1,000 per each has been established for the item "Schedule Update." The Contractor's bid shall equal or exceed that amount. If the Contractor's bid is Tess than the minimum specified amount, the Contracting Agency will unilaterally revise the bid amount to the minimum specified amount and recalculate the Contractor's total bid amount. The corrected total bid amount will be used by the Contracting Agency for award purposes and to fix the amount of the contract bond. 1-02.7 Bid Deposit (October 1, 2005 APWA GSP) Supplement this section with the following: Bid bonds shall contain the following: 1. Contracting Agency -assigned number for the project; 2. Name of the project; 3. The Contracting Agency named as obligee; 4. The amount of the bid bond stated either as a dollar figure or as a percentage, which represents five percent of the maximum bid amount that could be awarded; 5. Signature of the bidder's officer empowered to sign official statements. The signature of the person authorized to submit the bid should agree with the signature on the bond, and the title of the person must accompany the said signature; 6. The signature of the surety's officer empowered to sign the bond and the power of attorney. If so stated in the Contract Provisions, bidder must use the bond form included in the Contract Provisions. 1-02.9 Delivery of Proposal (October 1, 2005 APWA GSP) Revise the first paragraph to read: Each proposal shall be submitted in a sealed envelope, with the Project Name and Project Number as stated in the Advertisement for Bids clearly marked on the outside of the envelope, or as otherwise stated in the Bid Documents, to ensure proper handling and delivery. (*****) 1-02.12 Public Opening Of Proposal This section is supplemented with the following: Date Of Opening Bids Sealed bids are to be received at the following locations prior to the time specified: 1. At the City Clerk's Office, City of Yakima, 129 N. Second Street, Yakima, WA 98901 until 2:00 P.M. of the bid opening date. 138 Special Provisions The bid opening date for this project is as listed in the Invitation to Bid. Bids received will be publicly opened and read after 2:00 P.M. on this date. 1-02.13 Irregular Proposals (March 25, 2009 APWA GSP) Revise item 1 to read: 11. A proposal will be considered irregular and will be rejected if: a. The Bidder is not prequalified when so required; b. The authorized proposal form furnished by the Contracting Agency is not used or is altered; c. The completed proposal form contains any unauthorized additions, deletions, alternate Bids, or conditions; d. The Bidder adds provisions reserving the right to reject or accept the award, or enter into the Contract; e. A price per unit cannot be determined from the Bid Proposal; f. The Proposal form is not properly executed; g. The Bidder fails to submit or properly complete a Subcontractor list, if applicable, as required in Section 1-02.6; h. The Bidder fails to submit or properly complete a Disadvantaged, Minority or Women's Business Enterprise Certification, if applicable, as required in Section 1-02.6; i. The Bid Proposal does not constitute a definite and unqualified offer to meet the material terms of the Bid invitation; or j. More than one proposal is submitted for the same project from a Bidder under the same or different names. 1-02.14 Disqualification of Bidders (******) • Delete this Section and replace it with the following: A Bidder will be deemed not responsible if: 1. the Bidder does not meet the mandatory bidder responsibility criteria in RCW 39.04.350(1), as amended; or 2. evidence of collusion exists with any other Bidder or potential Bidder. Participants in collusion will be restricted from submitting further bids; or 3. the Bidder, in the opinion of the Contracting Agency, is not qualified for the work or to the full extent of the bid, or to the extent that the bid exceeds the authorized prequalification amount as may have been determined by submittal of 'Responsible Bidder Determination form; or 4. an unsatisfactory performance record exists based on past or current Contracting Agency work or for work done for others, as judged from the standpoint of conduct of the work; workmanship; or progress; affirmative action; equal employment opportunity practices; termination for cause; or Disadvantaged Business Enterprise, Minority Business Enterprise, or Women's Business Enterprise utilization; or 5. there is uncompleted work (Contracting Agency or otherwise), which in the opinion of the Contracting Agency might hinder or prevent the prompt completion of the work bid upon; or 139 Special Provisions 6. the Bidder failed to settle bills for labor or materials on past or current contracts, unless there are extenuating circumstances acceptable to the Contracting Agency; or - 7. the Bidder has failed to complete a written public contract or has been convicted of a crime arising from a previous public contract, unless there are extenuating circumstances acceptable to the Contracting Agency; or 8. the Bidder is unable, financially or otherwise, to perform the work, in the opinion of the Contracting Agency; or 9. there are any other reasons deemed proper by the Contracting Agency. As evidence that the Bidder meets the bidder responsibility criteria above, the apparent two lowest Bidders must submit to the Contracting Agency within 24 hours of the bid submittal deadline, documentation (sufficient in the sole judgment of the Contracting Agency) demonstrating compliance with all applicable responsibility criteria, including all documentation specifically listed in the supplemental criteria. At a minimum, this documentation shall consist of the bidder completing the Responsible Bidder Determination Form attached in the appendices. The Contracting Agency reserves the right to request such documentation from other Bidders as well, and to request further documentation as needed to assess bidder responsibility. The basis for evaluation of Bidder compliance with these supplemental criteria shall be any documents or facts obtained by Contracting Agency (whether from the Bidder or third parties) which any reasonable owner would rely on for determining such compliance, including but not limited to: (i) financial, historical, or operational data from the Bidder; (ii) information obtained directly by the Contracting Agency from owners for whom the Bidder has worked, or other public agencies or private enterprises; and (iii) any additional information obtained by the Contracting Agency which is believed to be relevant to the matter. If the Contracting Agency determines the Bidder does not meet the bidder responsibility criteria above and is therefore not a responsible Bidder, the Contracting Agency shall notify the Bidder in writing, with the reasons for its determination. If the Bidder disagrees with this determination, it may appeal the determination within 24 hours of receipt of the Contracting Agency's determination by presenting its appeal to the Contracting Agency. The Contracting Agency will consider the appeal before issuing its final determination. If the final determination affirms that the Bidder is not responsible, the Contracting Agency will not execute a contract with any other Bidder until at least two business days after the Bidder determined to be not responsible has received the final determination. 1-02.15 Pre Award Information (October 1, 2005 APWA GSP) Revise this section to read: Before awarding any contract, the Contracting Agency may require one or more of these items or actions of the apparent lowest responsible bidder: 1. A complete statement of the origin, composition, and manufacture of any or all materials to be used, 2. Samples of these materials for quality and fitness tests, 140 Special Provisions 3. A progress schedule (in a form the Contracting Agency requires) showing the order of and time required for the various phases of the work, 4. A breakdown of costs assigned to any bid item, 5. Attendance at a conference with the Engineer or representatives of the Engineer, 6. Obtain, and furnish a copy of, a business license to do business in the city or county where the work is located. 7. A copy of State of Washington Contractor's Registration, or 8. Any other information or action taken that is deemed necessary to ensure that the bidder is the lowest responsible bidder. 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.1 Consideration of Bids (January 23, 2006 APWA GSP) Revise the first paragraph to read: After opening and reading proposals, the Contracting Agency will check them for correctness of extensions of the prices per unit and the total price. If a discrepancy exists between the price per unit and the extended amount of any bid item, the price per unit will control. If a minimum bid amount has been established for any item and the bidder's unit or lump sum price is less than the minimum specified amount, the Contracting Agency will unilaterally revise the unit or lump sum price, to the minimum specified amount and recalculate the extension. The total of extensions, corrected where necessary, including sales taxes where applicable and such additives and/or alternates as selected by the Contracting Agency, will be used by the Contracting Agency for award purposes and to fix the Awarded Contract Price amount and the amount of the contract bond. 1-03.3 Execution of Contract (October 1, 2005 APWA GSP) Revise this section to read: Copies of the Contract Provisions, including the unsigned Form of Contract, will be available for signature bv the successful bidder on the first business day following award. The number of copies to be executed bv the Contractor will be determined by the Contracting Agency. Within fourteen (14) calendar days after the award date, the successful bidder shall return the signed Contracting Agency -prepared contract, an insurance certification as required by Section 1-07.18, and a satisfactory bond as required by law and Section 1-03.4. Before execution of the contract by the Contracting Agency, the successful bidder shall provide any pre -award information the Contracting Agency may require under Section 1-02.15. Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor shall any work begin within the project limits or within Contracting Agency -furnished sites. The Contractor shall bear all risks for any work begun outside such areas and for any materials ordered before the contract is executed by the Contracting Agency. 141 Special Provisions If the bidder experiences circumstances beyond their control that prevents return of the contract documents within the calendar days after the award date stated above, the Contracting Agency may grant up to a maximum of seven (7) additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. Section 1-03.3 is supplemented with the following: (March 13, 1995) Escrow Bid Documentation Scope and Purpose The purpose of this specification is to preserve the Contractor's bid documents for use by the State in any litigation between the State and Contractor arising out of this contract. The Contractor shall submit a legible copy of all documentation used to prepare the bid for this contract to a banking institution designated by the State. Such documentation shall be placed in escrow with the banking institution and preserved by that institution as specified in the following sections of this specification. Bid Documentation The term "bid documentation" as used in this specification means any writings, working papers, computer printouts, charts, and any other data compilations which contain or reflect all information, data, and calculations used by the Contractor to determine the bid in bidding for this project. The term "bid documentation" includes but is not limited to Contractor equipment rates, Contractor overhead rates, labor rates, efficiency or productivity factors, arithmetic extensions, and quotations from subcontractors and materialmen to the extent that such rates and quotations were used by the Contractor in formulating and determining the amount of the bid. The term "bid documentation" also includes any manuals which are standard to the industry used by the Contractor in determining the bid for this project. Such manuals may be included in the bid documentation by reference. The term does not include bid documents provided by the State for use by the Contractor in bidding on this project. Submittal of Bid Documentation The Contractor shall submit the bid documentation to the banking institution. The bid documentation shall be submitted to the banking institution within seven calendar days after the contract for this project has been executed by the State. The bid documentation shall be submitted in a sealed container. The container shall be clearly marked "Bid Documentation" and shall also show on the face of the container the Contractor's name, the date of submittal, the project title, and the contract number. Affidavit The sealed container shall contain, in addition to the bid documentation, an affidavit signed under oath by an individual authorized by the Contractor to execute bidding proposals. The affidavit shall list each bid document with sufficient specificity so a comparison can be made between the list and the bid documentation to ensure that all of the bid documentation listed in the affidavit has been enclosed in the sealed container. The affidavit shall show that the 142 Special Provisions 1 affiant has personally examined the bid documentation and that the affidavit lists all of the documents used by the Contractor to determine the bid for this project and that all such bid documentation has been enclosed in the sealed container. Verification The banking institution upon receipt of the sealed container shall place the container in a safety deposit box, vault, or other secure place, and immediately notify the State in writing that the container has been received. Upon receipt of such notice, the State will promptly notify the Contractor in writing that the State will open the sealed container to verify that the affidavit has been enclosed and to compare the bid documents listed in the affidavit with the bid documents enclosed in the container to ensure that all of the bid documentation has been submitted and that the copies are legible. The notification will advise the Contractor of the date and time the container will be opened and the name of the State employee who will verify the contents of the container. The State employee verifying the contents of the escrow container will not be -involved or connected with the review, evaluation, or resolution of any claim by the Contractor made to the State in connection with the contract for which the verification was made. The Contractor may have representatives present at the opening. Supplementation Documents listed in the affidavit but not enclosed in the sealed container through error or oversight shall be submitted in a sealed container within five calendar days after the opening of the original container. Also, any bid documentation that is illegible shall be replaced with legible copies and furnished within five calendar days after the opening of the original container. The face of the container shall show the same information as the original container except the container shall be marked "Supplemental Bid Documentation". The same procedure used in verifying the contents of the original container shall be used in verifying the contents of the supplemental submittal. Duration and Use The bid documentation and affidavit shall remain in escrow during the life of the contract and will be returned to the Contractor by the banking institution, provided that the Contractor has signed the final contract voucher certification and has not reserved any claims on the final contract voucher certification against the State arising out of the contract. In the event that claims against the State are reserved on the final contract voucher certification, the bid documentation and affidavit shall remain in escrow. If the claims are not resolved and litigation ensues, the State -may serve a request upon the Contractor to authorize the banking institution, in writing, to release the bid documentation and affidavit in escrow to the State. The Contractor shall respond to the request within 20 days after service of the request. If the Contractor objects or does not respond to the request within 20 days after service of the request, the State may file a motion under the Civil Rules requesting the court to enter an order directing the banking institution to deliver the bid documentation and affidavit in escrow to the State. The Contractor shall respond to the request within the time required by the then applicable Civil Court Rules for the Superior Court of the State of Washington. If the Contractor objects or does not respond to the request within the time required 143 Special Provisions by the then applicable Civil Rules, the State may file a motion pursuant to such rules requesting the court to enter an order directing the banking institution to deliver the bid documentation and affidavit in escrow to the State. The banking institution shall release the bid documentation and affidavit as follows: 1. To the State upon receipt of a letter from the Contractor authorizing the release; 2. To the State upon receipt of a certified copy of a court order directing the release of the documents; 3. To the court for an in camera examination pursuant to a certified copy of a court order; 4. The bid documentation and affidavit shall be returned to the Contractor if litigation is not commenced within the time period prescribed by law. The Contractor agrees that the sealed container placed in escrow and any supplemental sealed container placed in escrow contain all of the bid documentation used to determine the bid and that no other bid documentation shall be utilized by the Contractor in litigation over claims brought by the Contractor arising out of this contract unless otherwise ordered by the court. Remedies for Refusal or Failure to Provide Bid Documentation Failure or refusal to provide bid documentation shall be deemed a material breach of this contract. The State may at its option refuse to make payment for progress estimates under Section 1-09.9 until the Contractor has submitted the bid documentation required by this specification. The State may at its option terminate the contract for default under Section 1-08.10. These remedies are not exclusive and the State may take such other action as is available to it under the law. Confidentiality of Bid Documentation The bid documentation and affidavit in escrow are and will remain the property of the Contractor. The State has no interest in or right to the bid documentation and affidavit other than to verify the contents and legibility of the bid documentation unless litigation ensues between the State and Contractor over claims brought by the Contractor arising out of this contract. In the event of such litigation, the bid documentation and affidavit may become the property of the State for use in the litigation as may be appropriate subject to the provisions of any court order limiting or restricting the use or dissemination of the bid documentation and affidavit as provided in the preceding section entitled Duration and Use. Cost and Escrow Instructions The cost of the escrow will be borne by the State. The State will provide escrow instructions to the banking institution consistent with this specification. 144 Special Provisions 1-03.4 Contract Bond (October 1, 2005 APWA GSP) Revise the first paragraph to read: r The successful bidder shall provide an executed contract bond for the full contract amount. This contract bond shall: 1. Be on a Contracting Agency -furnished form; 2. Be signed by an approved surety (or sureties) that: a. Is registered with the Washington State Insurance Commissioner, and b. Appears on the. current Authorized Insurance List in the State of Washington published by the Office of the Insurance Commissioner, 3. Be conditioned upon the faithful performance of the contract by the Contractor within the prescribed time; 4. Guarantee that the surety shall indemnify, defend, and protect the Contracting Agency against any claim of direct or indirect loss resulting from the failure: a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors of the Contractor) to faithfully perform the contract, or b. Of the Contractor (or the subcontractors or lower tier subcontractors of the Contractor) to pay all laborers, mechanics, subcontractors, lower tier subcontractors, materialperson, or any other person who provides supplies or provisions for carrying out the work; 5. Be accompanied by a power of attorney for the Surety's officer empowered to sign the bond; and 6. Be signed by an officer of the Contractor empowered to sign official statements (sole proprietor or partner). If the Contractor is a corporation, the bond must be signed by the president or vice-president, unless accompanied by written proof of the authority of the individual signing the bond to bind the corporation (i.e., corporate resolution, power of attorney or a letter to such effect by the president or vice-president). 1-04 SCOPE OF THE WORK 1-04.2 Coordination of Contract Documents, Plans, Special Provisions, Specifications, and Addenda (October 1, 2005 APWA GSP) Revise the second paragraph to read: Any inconsistency in the parts of the contract shall be resolved by following this order of precedence (e.g., 1 presiding over 2, 2 over 3, 3 over 4, and so forth): 1. Addenda, 2. Proposal Form, 3. Special Provisions, including APWA General Special Provisions, if they are included, 4. Contract Plans, 5. Amendments to the Standard Specifications, 6. WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction, 145 Special Provisions 6. Contracting Agency's Standard Plans (if any), and 7. WSDOT/APWA Standard Plans for Road, Bridge, and Municipal Construction. 1-05 CONTROL OF WORK (August 2, 2004) Plans And Working Drawings Section 1-05.3 is supplemented with the following: When submittals require review by the railroad, the Engineer will require up to 60 calendar days from the date the submittals are received until they are returned to the Contractor. If a submittal is returned unapproved and then resubmitted, then an additional review time of up to 60 calendar days will be required. If more than 60 calendar days are required for the Engineer's review of any individual submittal or resubmittal, an extension of time will be considered in accordance with Section 1-08.8. Section 1-05.3 is supplemented with the following: Within 30 calendar days after the execution of the contract, the Contractor shall submit a list of all required submittals to the Engineer. In addition, all required submittals and their review periods shall be included in the progress schedule submitted by the Contractor. 1-05.4 Conformity With and Deviations from Plans and Stakes (August 3, 2009) Contractor Surveying - Structure Copies of the Contracting Agency provided primary survey control data are available for the bidder's inspection at the office of the Project Engineer. The Contractor shall be responsible for setting, maintaining, and resetting all alignment stakes, slope stakes, and grades necessary for the construction of bridges, noise walls, and retaining walls. Except for the survey control data to be furnished by the Contracting Agency, calculations, surveying, and measuring required for setting and maintaining the necessary lines and grades shall be the Contractor's responsibility. Detailed survey records shall be maintained, including a description of the work performed on each shift, the methods utilized, and the control points used. The record shall be adequate to allow the survey to be reproduced. A copy of each day's record shall be provided to the Engineer within three working days after the end of the shift. The meaning of words and terms used in this provision shall be as listed in "Definitions of Surveying and Associated Terms" current edition, published by the American Congress on Surveying and Mapping and the American Society of Civil Engineers. 146 Special Provisions The survey work by the Contractor shall include but not be limited to the following: 1. Verify the primary horizontal and vertical control furnished by the Contracting Agency, and expand into secondary control by adding stakes and hubs as well as additional survey control needed for the project. Provide descriptions of secondary control to the Contracting Agency. The description shall include coordinates and elevations of all secondary control points. 2. Establish, by placing hubs and/or marked stakes, the location with offsets of foundation shafts and piles. 3. Establish offsets to footing centerline of bearing for structure excavation. 4. Establish offsets to footing centerline of bearing for footing forms. 5. Establish wing wall, retaining wall, and noise wall horizontal alignment. 6. Establish retaining wall top of wall profile grade. 7. Establish elevation benchmarks for all substructure formwork. 8. Check elevations at top of footing concrete line inside footing formwork immediately prior to concrete placement. 9. Check column location and pier centerline of bearing at top of footing immediately prior to concrete placement. 10. Establish location and plumbness of column forms, and monitor column plumbness during concrete placement. 11. Establish pier cap and crossbeam top and bottom elevations and centerline of bearing. 12. Check pier cap and crossbeam top and bottom elevations and centerline of bearing prior to and during concrete placement. 13. Establish grout pad locations and elevations. 14. Establish structure bearing locations and elevations, including locations of anchor bolt assemblies. 15. Establish box girder bottom slab grades and locations. • 16. Establish girder and/or web wall profiles and locations. 17. Establish diaphragm locations and centerline of bearing. 18. Establish- roadway slab alignment, grades and provide dimensions from top of girder to top of roadway slab. Set elevations for deck paving machine rails. 147 Special Provisions 19. Establish traffic barrier and curb profile. 20. Profile all girders prior to the placement of any deadload or construction live load that may affect the girder's profile. The Contractor shall provide the Contracting Agency copies of any calculations and staking data when requested by the Engineer. To facilitate the establishment of these lines and elevations, the Contracting Agency will provide the Contractor with the following primary survey and control information: 1. Descriptions of two primary control points used for the horizontal and vertical control. Primary control points will be described by reference to the project alignment and the coordinate system and elevation datum utilized by the project. In addition, the Contracting Agency will supply horizontal coordinates for the beginning and ending points and for each Point of Intersection (PI) on each alignment included in the project. 2. Horizontal coordinates for the centerline of each bridge pier. 3. Computed elevations at top of bridge roadway decks at one-tenth points along centerline of each girder web. All form grades and other working grades shall be calculated by the Contractor. The Contractor shall give the Contracting Agency three weeks notification to allow adequate time to provide the data outlined in Items 2 and 3 above. The Contractor shall ensure a surveying accuracy within the following tolerances: 1. Stationing on structures 2. Alignment on structures 3. Superstructure elevations variation from plan elevation 4. Substructure variation from Plan grades. Vertical Horizontal ±0.02 feet ±0.02 feet ±0.01 feet ±0.02 feet The Contracting Agency may spot-check the Contractor's surveying. These spot- checks will not change the requirements for normal checking by the Contractor. When staking the following items, the Contractor shall perform independent checks from different secondary control to ensure that the points staked for these items are within the specified survey accuracy tolerances: Piles Shafts Footings columns The Contractor shall calculate coordinates for the points associated with piles, shafts, footings and columns. The Contracting Agency will verify these coordinates 148 Special Provisions prior to issuing approval to the Contractor for commencing with the survey work. The Contracting Agency will require up to seven calendar days from the date the data is received to issuing approval. Contract work to be performed using contractor -provided stakes shall not begin until the stakes are approved by the Contracting Agency. Such approval shall not relieve the Contractor of responsibility for the accuracy of the stakes. Payment Payment will be made in accordance with Section 1-04.1 for the following bid item when included in the proposal: "Structure Surveying", lump sum. The lump sum contract price for "Structure Surveying" shall be full pay for all labor, equipment, materials, and supervision utilized to perform the work specified, including any resurveying, checking, correction of errors, replacement of missing or damaged stakes, and coordination efforts. (April 7, 2008) Contractor Surveying - Roadway Copies of the Contracting Agency provided primary survey control data are available for the bidder's inspection at the office of the Project Engineer. The Contractor shall be responsible for setting, maintaining, and resetting all alignment stakes, slope stakes, and grades necessary for the construction of the roadbed, drainage, surfacing, paving, channelization and pavement marking, illumination and signals, guardrails and barriers, and signing. Except for the survey control data to be furnished by the Contracting Agency, calculations, surveying, and measuring required for setting and maintaining the necessary lines and grades shall be the Contractor's responsibility. Detailed survey records shall be maintained, including a description of the work performed on each shift, the methods utilized, and the control points used. The record shall be adequate to allow the survey to be reproduced. A copy of each day's record shall be provided to the Engineer within three working days after the end of the shift. The meaning of words and terms used in this provision shall be as listed in "Definitions of Surveying and Associated Terms" current edition, published by the American Congress on Surveying and Mapping and the American Society of Civil Engineers. The survey work shall include but not be limited to the following: 1. Verify the primary horizontal and vertical control furnished by the Contracting Agency, and expand into secondary control by adding stakes and hubs as well as additional survey control needed for the project. Provide descriptions of secondary control to the Contracting Agency. The description shall include coordinates and elevations of all secondary control points. 149 Special Provisions 2. Establish, the centerlines of all alignments, by placing hubs, stakes, or marks on centerline or on offsets to centerline at all curve points (PCs, PTs, and PIs) and at points on the alignments spaced no further than 50 feet. 3. Establish clearing limits, placing stakes at all angle points and at intermediate points not more than 50 feet apart. The clearing and grubbing limits shall be 5 feet beyond the toe of a fill and 10 feet beyond the top of a cut unless otherwise shown in the Plans. 4. Establish grading limits, placing slope stakes at centerline increments not more than 50 feet apart. Establish offset reference to all slope stakes. If Global Positioning Satellite (GPS) Machine Controls are used to provide grade control, then slope stakes may be omitted at the discretion of the Contractor 5. Establish the horizontal and vertical location of all drainage features, placing offset stakes to all drainagestructures and to pipes at a horizontal interval not greater than 25 feet. 6. Establish roadbed and surfacing elevations by placing stakes at the top of subgrade and at the top of each course .of surfacing. Subgrade and surfacing stakes shall be set at horizontal intervals not greater than 50 feet in tangent sections, 25 feet in curve sections with a radius less than 300 feet, and at 10 -foot intervals in intersection radii with a radius less than 10 feet. Transversely, stakes shall be placed at all locations where the roadway slope changes and at additional points such that the transverse spacing of stakes is not more than 12 feet. If GPS Machine Controls are used to provide grade control, then roadbed and surfacing stakes may be omitted at the discretion of the Contractor. 7. Establish intermediate elevation benchmarks as needed to check work throughout the project. 8. Provide references for paving pins at 25 -foot intervals or provide simultaneous surveying to establish location and elevation of paving pins as they are being placed. 9. For all other types of construction included in this provision, (including but not limited to channelization and pavement marking, illumination and signals, guardrails and barriers, and signing) provide staking, and layout as necessary to adequately locate, construct, and check the specific construction activity. 10. The Contractor shall collect additional topographic survey data as needed in order to match into existing roadways such that the transition from the new pavement to the existing pavement is smooth and that the pavement and ditches drain properly. If changes to the profiles or roadway sections shown in the contract plans are needed to achieve proper smoothness and drainage where matching into existing features, the Contractor shall submit these changes to the Project Engineer for review and approval 10 days prior to the beginning of work. 150 Special Provisions The Contractor shall provide the Contracting Agency copies of any calculations and staking data when requested by the Engineer. To facilitate the establishment of these lines and elevations, the Contracting Agency will provide the Contractor with primary survey control information consisting of descriptions of two primary control points used for the horizontal and vertical control, and descriptions of two additional primary control points for every additional three miles of project length. Primary control points will be described by reference to the project alignment and the coordinate system and elevation datum utilized by the project. In addition, the Contracting Agency will supply horizontal coordinates for the beginning and ending points and for each Point of Intersection (PI) on each alignment included in the project. The Contractor shall ensure a surveying accuracy within the following tolerances: Slope stakes Subgrade grade stakes set 0.04 feet below grade Vertical Horizontal ±0.10 feet ±0.10 feet ±0.01 feet ±0.5 feet (parallel to alignment) ±0.1 feet (normal to alignment) Stationing on roadway N/A ±0.1 feet Alignment on roadway N/A ±0.04 feet Surfacing grade stakes ±0.01 feet ±0.5 feet (parallel to alignment) ±0.1 feet (normal to alignment) Roadway paving pins for surfacing or paving ±0.01 feet ±0.2 feet (parallel to alignment) ±0.1 feet (normal to alignment) 'The Contracting Agency may spot-check the Contractor's surveying. These spot- checks will not change the requirements for normal checking by the Contractor. When staking roadway alignment and stationing, the Contractor shall perform independent checks from different secondary control to ensure that the points staked are within the specified survey accuracy tolerances. The Contractor shall calculate coordinates for the alignment. The Contracting Agency will verify these coordinates prior to issuing approval to the Contractor for commencing with the work. The Contracting Agency will require up to seven calendar days from the date the data is received. Contract work to be performed using contractor -provided stakes shall not begin until the stakes are approved by the Contracting Agency. Such approval shall not relieve the Contractor of responsibility for the accuracy of the stakes. 151 Special Provisions Stakes shall be marked in accordance with Standard Plan A10.10-00. When stakes are needed that are not described in the Plans, then those stakes shall be marked, at no additional cost to the Contracting Agency as ordered by the Engineer. Payment Payment will be made in accordance with Section 1-04.1 for the following bid item when included in the proposal: "Roadway Surveying", lump sum. The lump sum contract price for "Roadway Surveying" shall be full pay for all labor, equipment, materials, and supervision utilized to perform the work specified, including any resurveying, checking, correction of errors, replacement of missing or damaged stakes, and coordination efforts. (August 2, 2004) Licensed Surveyors The Contractor shall be responsible for reestablishing or locating legal survey markers such as GLO monuments or property corner monuments, conduct boundary surveys to determine Contracting Agency right-of-way locations, and obtain, review and analyze deeds and records as necessary to determine these boundaries. The Contracting Agency will provide "rights of entry" as needed by the Contractor to perform the work. The Contractor shall brush out or clear and stake or mark the right-of-way lines as designated by the Engineer. When required, the Contractor shall prepare and file a Record of Survey map in accordance with RCW 58.09 and provide a recorded copy to the Contracting Agency. The Contracting Agency will provide all existing base maps, existing horizontal and vertical control, and other material available with Washington State Plane Coordinate information to the Contractor. The Contracting Agency will also provide maps, plan sheets, and/or aerial photographs clearly identifying the limits of the areas to be surveyed. The Contractor shall establish Washington State Plane Coordinates on all points required in the Record of Survey and other points designated in the Contract documents. Existing right of way documentation, existing base maps, existing horizontal and vertical control descriptions, maps, plan sheets, aerial photographs and all other available material may be viewed by prospective bidders at the office of the Project Engineer. The Contractor shall perform all of the necessary calculations for the contracted survey work and shall provide copies of these calculations to the Contracting Agency. Electronic files of all survey data shall be provided and in a format acceptable to the Contracting Agency. All survey work performed by the Contractor shall conform to all applicable sections of the Revised Code of Washington and the Washington Administrative Code. The Contractor shall provide all traffic control, signing, and temporary traffic control devices in order to provide a safe work zone. 152 Special Provisions Payment Payment will be made in accordance with Section, 1-09.6 for the following bid item when included in the proposal: "Licensed Surveying", Force Account. For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for the item "Licensed Surveying" in the bid proposal to become a part of the total bid by the Contractor. 1-05.7 Removal of Defective and Unauthorized Work (October 1, 2005 APWA GSP) Supplement this section with the following: If the Contractor fails to remedy defective or unauthorized work within the time specified in a written notice from the Engineer, or fails to perform any part of the work required by the Contract Documents, the Engineer may correct and remedy such work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and unauthorized work corrected immediately, have the rejected work removed and replaced, or have work the Contractor refuses to perform completed by using Contracting Agency or other forces. An emergency situation is any situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or might cause serious risk of loss or damage to the public. Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying defective or unauthorized work, or work the Contractor failed or refused to perform, shall be paid by the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the Contractor. Such direct and indirect costs shall include in particular, but without limitation, compensation for additional professional services required, and costs for repair and replacement of work of others destroyed or damaged by correction, removal, or replacement of the Contractor's unauthorized work. No adjustment in contract time or compensation will be allowed because of the delay in the performance of the work attributable to the exercise of the Contracting Agency's rights provided by this Section. The rights exercised under the provisions of this section shall not diminish the Contracting Agency's right to pursue any other avenue for additional remedy or damages with respect to the Contractor's failure to perform the work as required. 153 Special Provisions 1-05.11 Final Inspection Delete this section and replace it with the following: 1-05.11 Final Inspections and Operational Testing (October 1, 2005 APWA GSP) 1-05.11(1) Substantial Completion Date When the Contractor considers the work to be substantially complete, the Contractor shall so notify the Engineer and request the Engineer establish the Substantial Completion Date. The Contractor's request shall list the specific items of work that remain to be completed in order to reach physical completion. The Engineer will schedule an inspection of the work with the Contractor to determine the status of completion. The Engineer may also establish the Substantial Completion Date unilaterally. If, after this inspection, the Engineer concurs with the Contractor that the work is substantially complete and ready for its intended use, the Engineer, by written notice to the Contractor, will set the Substantial Completion Date. If, after this inspection the Engineer does not consider the work substantially complete and ready for its intended use, the Engineer will, by written notice, so notify the Contractor giving the reasons therefor. Upon receipt of written notice concurring in or denying substantial completion, whichever is applicable, the Contractor shall pursue vigorously, diligently and without unauthorized interruption, the work necessary to reach Substantial and Physical Completion. The Contractor shall provide the Engineer with a revised schedule indicating when the Contractor expects to reach substantial and physical completion of the work. The above process shall be repeated until the Engineer establishes the Substantial Completion Date and the Contractor considers the work physically complete and ready for final inspection. 1-05.11(2) Final Inspection and Physical Completion Date When the Contractor considers the work physically complete and ready for final inspection, the Contractor by written notice, shall request the Engineer to schedule a final inspection. The Engineer will set a date for final inspection. The Engineer and the Contractor will then make a final inspection and the Engineer will notify the Contractor in writing of all particulars in which the final inspection reveals the work incomplete or unacceptable. The Contractor shall immediately take such corrective measures as are necessary to remedy the listed deficiencies. Corrective work shall be pursued vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. If action to correct the listed deficiencies is not initiated within 7 days after receipt of the written notice listing the deficiencies, the Engineer may, upon written notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to Section 1-05.7. 154 Special Provisions The Contractor will not be allowed an extension of contract time because of a delay in the performance of the work attributable to the exercise of the Engineer's right hereunder. Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency, in writing, of the date upon which the work was considered physically complete. That date shall constitute the Physical Completion Date of the contract, but shall not imply acceptance of the work or that all the obligations of the Contractor under the contract have been fulfilled. 1-05.11(3) Operational Testing It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and operable system. Therefore when the work involves the installation of machinery or other mechanical equipment; street lighting, electrical distribution or signal systems; irrigation systems; buildings; or other similar work it may be desirable for the Engineer to have the Contractor operate and test the work for a period of time after final inspection but prior to the physical completion date. Whenever items of work are listed in the Contract Provisions for operational testing they shall be fully tested under operating conditions for the time period specified to ensure their acceptability prior to the Physical Completion Date. During and following, the test period, the Contractor shall correct any items of workmanship, materials, or equipment which prove faulty, or that are not in first class operating condition. Equipment, electrical controls, meters, or other devices and equipment to be tested during this period shall be tested under the observation of the Engineer, so that the Engineer may determine their suitability for the purpose for which they were installed. The Physical Completion Date cannot be established until testing and corrections have been completed to the satisfaction of the Engineer. The costs for power, gas, labor, material, supplies, and everything else needed to successfully complete operational testing, shall be included in the unit contract prices related to the system being tested, unless specifically set forth otherwise in the proposal. Operational and test periods, when required by the Engineer, shall not affect a manufacturer's guaranties or warranties furnished under the terms of the contract. 1-05.13 Superintendents, Labor and Equipment of Contractor (March 25, 2009 APWA GSP) Revise the seventh paragraph to read: Whenever the Contracting Agency evaluates the Contractor's qualifications pursuant to Section 1-02.14, it will take these performance reports into account. 155 Special Provisions (March 13, 1995) Cooperation With Other Contractors Section 1-05.14 is supplemented with the following: Other Contracts Or Other Work It is anticipated that the following work adjacent to or within the limits of this project will be performed by others during the course of this project and will require coordination of the work: Installation of artwork on Strut "F" and associated work within Strut "F', within the south wall, and south of the south wall. Contractor shall coordinate this work with Haddad/Drugan at 206-621-7333. Add the following new section: 1-05.15 Method of Serving Notices (October 10, 2008 APWA GSP) Revise the second paragraph to read: All correspondence from the Contractor shall be directed to the Project Engineer. All correspondence to the Project Engineer's office must be in paper format, hand delivered or sent via mail delivery service. Electronic copies will be treated as informational only, and do not constitute official notice. 1-05.16 Power The Contractor shall make necessary arrangements, and shall bear the costs for power necessary for the performance of the work. 1-06 CONTROL OF MATERIAL Buy America Section 1-06 is supplemented with the following: (August 6, 2007) The major quantities of steel and iron construction material that is permanently incorporated into the project shall consist of American-made materials only. Buy America does not apply to temporary steel items, e.g., temporary sheet piling, temporary bridges, steel scaffolding and falsework. The Contractor may utilize minor amounts of foreign steel and iron in this project provided the cost of the foreign material used does not exceed one-tenth of one percent of the total contract cost or $2,500.00, whichever is greater. American-made material is defined as material having all manufacturing processes occurring domestically. To further define the coverage, a domestic product is a manufactured steel material that was produced in one of the 50 States, the District of Columbia, Puerto Rico, or in the territories and possessions of the United States. 156 Special Provisions If domestically produced steel billets or iron ingots are exported outside of the area of coverage, as defined above, for any manufacturing process then the resulting product does not conform to the Buy America requirements. Additionally, products manufactured domestically from foreign source steel billets or iron ingots do not conform to the Buy America requirements because the initial melting and mixing of alloys to create the material occurred in a foreign country. Manufacturing begins with the initial melting and mixing, and continues through the coating stage. Any process which modifies the chemical content, the physical size or shape, or the final finish is considered a manufacturing process. The processes include rolling, extruding, machining, bending, grinding, drilling, welding, and coating. The action of applying a coating to steel or iron is deemed a manufacturing process. Coating includes epoxy coating, galvanizing, aluminizing, painting, and any other coating that protects or enhances the value of steel or iron. Any process from the original reduction from ore to the finished product constitutes a manufacturing process for iron. Due to a nationwide waiver, Buy America does not apply to raw materials (iron ore and alloys), scrap (recycled steel or iron), and pig iron or processed, pelletized, and reduced iron ore. The following are considered to be steel manufacturing processes: 1. Production of steel by any of the following processes: a. Open hearth furnace. b. Basic oxygen. c. Electric furnace. d. Direct reduction. 2. Rolling, heat treating, and any other similar processing. 3. Fabrication of the products. a. Spinning wire into cable or strand. b. Corrugating and rolling into culverts. c. Shop fabrication. A certification of materials origin will be required for any items comprised of, or containing, steel or iron construction materials prior to such items being incorporated into the permanent work. The certification shall be on DOT Form 350- 109EF provided by the Engineer, or such other form the Contractor chooses, provided it contains the same information as DOT Form 350-109EF. 157 Special Provisions (October 25, 1999) The following items of work containing steel or iron construction materials are considered to be temporary and are excluded from the requirements for American- made materials described in the above paragraphs: The BNSF shoring wall and any other temporary shoring walls 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed (October 1, 2005 APWA GSP) Supplement this section with the following: In cases of conflict between different safety regulations, the more stringent regulation shall apply. The Washington State Department of Labor and Industries shall be the sole and paramount administrative agency responsible for the administration of the provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA). The Contractor shall maintain at the project site office, or other well known place at the project site, all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and make known to all employees, procedures for ensuring immediate removal to a hospital, or doctor's care, persons, including employees, who may have been injured on the project site. Employees should not be permitted to work on the project site before the Contractor has established and made known procedures for removal of injured persons to a hospital or a doctor's care. The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the Contractor's plant, appliances, and methods, and for any damage or injury resulting from their failure, or improper maintenance, use, or operation. The Contractor shall be solely and completely responsible for the conditions of the project site, including safety for all persons and property in the performance of the work. This requirement shall apply continuously, and not be limited to normal working hours. The required or implied duty of the Engineer to conduct construction review of the Contractor's performance does not, and shall not, be intended to include review and adequacy of the Contractor's safety measures in, on, or near the project site. (January 5, 2004) Lead Health Protection Program Structural and non-structural materials located at the project site Lincoln Avenue Car Wash contain lead-based products. The Contractor shall be fully responsible for the safety and health of all on-site workers and compliant with Washington Administrative Code (WAC 296-155-176). The Contractors Lead Health Protection Program shall be sent to the Contracting Agency at least 2 weeks prior to the Contractor beginning work involving exposure to lead contamination. The Contractor shall communicate with the Project Engineer to ensure a coordinated effort for providing and maintaining a safe worksite for both the Contracting Agency's and Contractor's workers. 158 Special Provisions Construction Requirements The Contractor shall be responsible for the containment measures required to provide and maintain a safe and healthful jobsite for the duration of the project in accordance with all applicable laws and this Special Provision. Payment All costs to comply with this Special Provision for the Lead Health Protection laws and regulations are the responsibility of the Contractor and shall be included in related items of work. (April 3, 2006) Confined Space Confined spaces are known to exist at the following locations: Wet well, STA. 70+81, 43.00' RT Oil/Water Separators near Water Quality Pond Valve Vault near Water Quality Pond The Contractor shall be fully responsible for the safety and health of all on-site workers and compliant with Washington Administrative Code (WAC 296-809). The Contractor shall prepare and implement a confined space program for each of the confined spaces .identified above. The Contractors Confined Space program shall be sent to the contracting agency at least 30 days prior to the contractor beginning work in or adjacent to the confined space. No work shall be performed in or adjacent to the confined space until the plan is submitted to the Engineer as required. The Contractor shall .communicate with the Project Engineer to ensure a coordinated effort for providing and maintaining a safe worksite for both the Contracting Agency's and Contractor's workers when working in or near a confined space. All costs to prepare and implement the confined space program shall be included in the bid prices for the various items associated with the confined space work. 1-07.2 State Sales Tax Delete this section, including its sub -sections, in its entirety and replace it with the following: 1-07.2 State Sales Tax (October 1, 2005 APWA GSP) 1-07.2(1) General The Washington State Department of Revenue has issued special rules on the State sales tax. Sections 1-07.2(1) through 1-07.2(4) are meant to clarify those rules. The Contractor should contact the Washington State Department of Revenue for answers to questions in this area. The Contracting Agency will not adjust its payment if the Contractor bases a bid on a misunderstood tax liability. 159 Special Provisions The Contractor shall include all Contractor -paid taxes in the unit bid prices or other contract amounts. In some cases, however, state retail sales tax will not be included. Section 1-07.2(3) describes this exception. The Contracting Agency will pay the retained percentage only if the Contractor has obtained from the Washington State Department of Revenue a certificate showing that all contract -related taxes have been paid (RCW 60.28.050). The Contracting Agency may deduct from its payments to the Contractor any amount the Contractor may owe the Washington State Department of Revenue, whether the amount owed relates to this contract or not. Any amount so deducted will be paid into the proper State fund. 1-07.2(2) State Sales Tax — Rule 171 WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, roads, etc., which are owned by a municipal corporation, or political subdivision of the state, or by the United States, and which are used primarily for foot or vehicular traffic. This includes storm or combined sewer systems within and included as a part of the street or road drainage system and power lines when such are part of the roadway lighting system. For work performed in such cases, the Contractor shall include Washington State Retail Sales Taxes in the various unit bid item prices, or other contract amounts, including those that the Contractor pays on the purchase of the materials, equipment, or supplies used or consumed in doing the work. 1-07.2(3) State Sales Tax — Rule 170 WAC 458-20-170, and its related rules, apply to the constructing and repairing of new or existing buildings, or other structures, upon real property. This includes, but is not limited to, the construction of streets, roads, highways, etc., owned by the state of Washington; water mains and their appurtenances; sanitary sewers and sewage disposal systems unless such sewers and disposal systems are within, and a part of, a street or road drainage system; telephone, telegraph, electrical power distribution lines, or other conduits or lines in or above streets or roads, unless such power lines become a part of a street or road lighting system; and installing or attaching of any article of tangible personal property in or to real property, whether or not such personal property becomes a part of the realty by virtue of installation. For work performed in such cases, the Contractor shall collect from the Contracting Agency, retail sales tax on the full contract price. The Contracting Agency will automatically add this sales tax to each payment to the Contractor. For this reason, the Contractor shall not include the retail sales tax in the unit bid item prices, or in any other contract amount subject to Rule 170, with the following exception. Exception: The Contracting Agency will not add in sales tax for a payment the Contractor or a subcontractor makes on the purchase or rental of tools, machinery, equipment, or consumable supplies not integrated into the project. Such sales taxes shall be included in the unit bid item prices or in any other contract amount. 160 Special Provisions 1-07.2(4) Services The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly for professional or other services (as defined in Washington State Department of Revenue Rules 138 and 244). 1-07.5(4) Air Quality (****,,*) 1 1 1 1 This section is supplemented with the following: The local air pollution authority is the Yakima Regional Clean Air Authority, (509) 1 574-1410. 1-07.9 Wages 1 General Section 1-07.9(1) is supplemented with the following: (February 11, 2008) The Federal wage rates incorporated in this contract have been established by the Secretary of Labor under United States Department of Labor General Decision No. WA080001. 1-07.11 Requirements For Nondiscrimination Section 1-07.11 is supplemented with the following: (March 6, 2000) Requirement For Affirmative Action to Ensure Equal Employment Opportunity j Executive Order 11246) 1. The Contractor's attention is called to the Equal Opportunity Clause and the Standard Federal Equal Employment Opportunity Construction Contract Specifications set forth herein. 2. The goals and timetables for minority and female participation set by the Office of Federal Contract Compliance Programs, expressed in percentage terms for the Contractor's aggregate work force in each construction craft and in each trade on all construction work in the covered area, are as follows: Women - Statewide Timetable Until further notice Goal 6.9% 161 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 Minorities - by Standard Metropolitan Statistical Area (SMSA) Spokane, WA: SMSA Counties: Spokane, WA 2.8 WA Spokane. Non -SMSA Counties 3.0 WA Adams; WA Asotin; WA Columbia; WA Ferry; WA Garfield; WA Lincoln, WA Pend Oreille; WA Stevens; WA Whitman. Richland, WA SMSA Counties: Richland Kennewick, WA WA Benton; WA Franklin. Non -SMSA Counties WA Walla Walla. 5.4 3.6 Yakima, WA: SMSA Counties: Yakima, WA 9.7 WA Yakima. Non -SMSA Counties 7.2 WA Chelan; WA Douglas; WA. Grant; WA Kittitas; WA Okanogan. Seattle, WA: SMSA Counties: Seattle Everett, WA WA King; WA Snohomish. Tacoma, WA WA Pierce. Non -SMSA Counties WA Clailam; WA Grays Harbor; WA Island; Kitsap; WA Lewis; WA Mason; WA Pacific; Skagit; WA Thurston; WA Whatcom. 7.2 6.2 6.1 WA Jefferson; WA WA San Juan; WA Portland, OR: SMSA Counties: Portland, OR -WA 4.5 WA Clark. Non -SMSA Counties. 3.8 WA Cowlitz; WA Klickitat; WA Skamania; WA Wahkiakum. These goals are applicable to each nonexempt Contractor's total on-site construction workforce, regardless of whether or not part of that workforce is performing work on a Federal, .or federally assisted project, contract, or subcontract until further notice. Compliance with these goals and time tables is enforced by the Office of Federal Contract compliance Programs. The Contractor's compliance with the Executive Order and the regulations in 41 CFR Part 60-4 shall be based on its implementation of the Equal Opportunity Clause, specific affirmative action obligations required by the specifications set forth in 41 CFR 60-4.3(a), and its efforts to meet the goals. The hours of minority and female employment and training must be substantially uniform 162 Special Provisions throughout the length of the contract, in each construction craft and in each trade, and the Contractor shall make a good faith effort to employ minorities and women evenly on each of its projects. The transfer of minority or female employees or trainees from Contractor to Contractor or from project to project for the sole purpose of meeting the Contractor's goal shall be a violation of the contract, the Executive Order and the regulations in 41 CFR Part 60-4. Compliance with the goals will be measured against the total work hours performed. 3. The Contractor shall provide written notification to the Engineer within 10 working days of award of any construction subcontract in excess of $10,000 or more that are Federally funded, at any tier for construction work under the contract resulting from this solicitation. The notification shall list the name, address and telephone number of the subcontractor; employer identification number of the subcontractor; estimated dollar amount of the subcontract; estimated starting and completion dates of the subcontract; and the geographical area in which the contract is to be performed. 4. As used in this Notice, and in the contract resulting from this solicitation, the Covered Area is as designated herein. Standard Federal Equal Employment Opportunity Construction Contract Specifications (Executive Order 11246) 1. As used in these specifications: a. Covered Area means the geographical area described in the solicitation from which this contract resulted; b. Director means Director, Office of Federal Contract Compliance Programs, United States Department of Labor, or any person to whom the Director delegates authority; c. Employer Identification Number means the Federal Social Security number used on the Employer's Quarterly Federal Tax Return, U. S. Treasury Department Form 941; d. Minority includes: (1) Black, a person having origins in any of the Black Racial Groups of Africa. (2) Hispanic, a fluent Spanish speaking, Spanish surnamed person of Mexican, Puerto Rican, Cuban, Central American, South American, or other Spanish origin. (3) Asian or Pacific Islander, a person having origins in any of the original peoples of the Pacific rim or the Pacific Islands, the Hawaiian Islands and Samoa. (4) American Indian or Alaskan Native, a person having origins in any of the original peoples of North America, and who 163 Special Provisions maintain cultural identification through tribal affiliation or community recognition. 2. Whenever the Contractor, or any Subcontractor at any tier, subcontracts a portion of the work involving any construction trade, it shall physically include in each subcontract in excess of $10,000 the provisions of these specifications and the Notice which contains the applicable goals for minority and female participation and which is set forth in the solicitations from which this contract resulted. 3. If the Contractor is participating (pursuant to 41 CFR 60-4.5) in a Hometown Plan approved by the U.S. Department of Labor in the .covered area either individually or through an association, its affirmative action obligations on all work in the Plan area (including goals and timetables) shall be in accordance with that Plan for those trades which have unions participating in the Plan. Contractors must be able to demonstrate their participation in and compliance with the provisions of any such Hometown Plan. Each Contractor or Subcontractor participating in an approved Plan is individually required to comply with its obligations under the EEO clause, and to make a good faith effort to achieve each goal under the Plan in each trade in which it has employees. The overall good faith performance by other Contractors or Subcontractors toward a goal in an approved Plan does not excuse any covered Contractor's or Subcontractor's failure to take good faith effort to ,achieve the Plan goals and timetables. 4. The Contractor shall implement the specific affirmative action standards provided in paragraphs 7a through 7p of this Special Provision. The goals set forth in the solicitation from which this contract resulted are expressed as percentages of the total hours of employment and training of minority and female utilization the Contractor should reasonably be able to achieve in each construction trade in which it has employees in the covered area. Covered construction contractors performing construction work in geographical areas where they do not have a Federal or federally assisted construction contract shall apply, the minority and female goals established for the geographical area where the work is being performed. The Contractor is expected to make substantially uniform progress in meeting its goals in each craft during the period specified. 5. Neither the provisions of any collective bargaining agreement, nor the failure by a union with whom the Contractor has a collective bargaining agreement, to refer either minorities or womenshall excuse the Contractor's obligations under these specifications, Executive Order 11246, or the regulations promulgated pursuant thereto. 6. In order for the nonworking training hours of apprentices and trainees to be counted in meeting the goals, such apprentices and trainees must be employed by the Contractor during the training period, and the Contractor must have made a commitment to employ the apprentices and trainees at the completion of their training, subject to the availability of employment opportunities. Trainees must be trained pursuant to training programs approved by the U.S. Department of Labor. 164 Special Provisions 7. The Contractor shall take specific affirmative actions to ensure equal employment opportunity. The evaluation of the Contractor's compliance with these specifications shall be based upon its effort to achieve maximum results from its action. The Contractor shall document these efforts fully, and shall implement affirmative action steps at least as extensive as the following: a. Ensure and maintain a working environment free of harassment, intimidation, and coercion at all sites, and in all facilities at which the Contractor's employees are assigned to work. The Contractor, where possible, will assign two or more women to each construction project. The Contractor shall specifically ensure that all foremen, superintendents, and other on-site supervisory personnel are aware of and carry out the Contractor's obligation to maintain such a working environment, with specific attention to minority or female individuals working at such sites or in such facilities. b. Establish and maintain a current list of minority and female recruitment sources, provide written notification to minority and female recruitment sources and to community organizations when the Contractor or its unions have employment opportunities available, and maintain a record of the organizations' responses. c. Maintain a current file of the names, addresses and telephone numbers of each minority and female off -the -street applicant and minority or female referral from a union, a recruitment source or community organization and of what action was taken with respect to each such individual. If such individual was sent to the union hiring hall for referral and was not referred back to the Contractor by the union or, if referred, not employed by the Contractor, this shall be documented in the file with the reason therefor, along with whatever additional actions the Contractor may have taken. d. Provide immediate written notification to the Director when the union or unions with which the Contractor has a collective bargaining agreement has not referred to the Contractor a minority person or woman sent by the Contractor, or when the Contractor has other information that the union referral process has impeded the Contractor's efforts to meet its obligations. e. Develop on-the-job training opportunity and/or participate in training programs for the area which expressly include minorities and women, including upgrading programs and apprenticeship and trainee programs relevant to the Contractor's employment needs, especially those programs funded or approved by the U.S. Department of Labor. The Contractor shall provide notice of these programs to the sources compiled under 7b above. f. Disseminate the Contractor's EEO policy by providing notice of the policy to unions and training programs and requesting their cooperation in assisting the Contractor in meeting its EEO obligations; by including it in any policy manual and collective bargaining agreement; by publicizing it in the company newspaper, annual report, etc.; by specific review of the policy with all management personnel 165 Special Provisions g. and with all minority and female employees at least once a year; and by posting the company EEO policy on bulletin boards accessible to all employees at each location where construction work is performed. Review, at least annually, the company's EEO policy and affirmative action obligations under these specifications with all employees having any responsibility for hiring, assignment, layoff, termination or other employment decisions including specific review of these items with on-site supervisory personnel such as Superintendents, General Foremen, etc., prior to the initiation of construction work at any job site. A written record shall be made and maintained identifying the time and place of these meetings, persons attending, subject matter discussed, and disposition of the subject matter. h. Disseminate the Contractor's EEO policy externally by including it in any advertising in the news media, specifically including minority and female news media, and providing written notification to and discussing the Contractor's EEO policy with other Contractors and Subcontractors with whom the Contractor does or anticipates doing business. i. Direct its recruitment efforts, both oral and written to minority, female and community organizations, to schools with minority and female students and to minority and female recruitment and training organizations serving the Contractor's recruitment area and employment needs. Not later than one month prior to the date for the acceptanceof applications for apprenticeship or other training by any recruitment source, the Contractor shall send written notification to organizations such as the above, describing the openings, screening procedures, and tests to be used in the selection process. j• Encourage present minority and female employees to recruit other minority persons and women and where reasonable, provide after school, summer and vacation employment to minority and female youth both on the site and in other areas of a Contractor's work force. k. Validate all tests and other selection requirements where there is an obligation to do so under 41 CFR Part 60-3. I. Conduct, at least annually, an inventory and evaluation of all minority and female personnel for promotional opportunities and encourage these employees to seek or to prepare for, through appropriate training, etc., such opportunities. m. Ensure that seniority practices, job classifications, work assignments and other personnel practices, do not have a discriminatory effect by continually monitoring all personnel and employment related activities to ensure that the EEO policy and the Contractor's obligations under these specifications are being carried out. n. Ensure that all facilities and company activities are nonsegregated except that separate or single -user toilet and necessary changing facilities shall be provided to assure privacy between the sexes. 166 Special Provisions o. Document and maintain a record of all solicitations of offers for subcontracts from minority and female construction contractors and suppliers, including circulation of solicitations to minority and female contractor associations and other business associations. p. Conduct a review, at least annually, of all supervisors' adherence to and performance under the Contractor's EEO policies and affirmative action obligations. 8. Contractors are encouraged to participate in voluntary associations which assist in fulfilling one or more of their affirmative action obligations (7a through 7p). The efforts of a contractor association, joint contractor -union, contractor - community, or other similar group of which the Contractor is a member and participant, may be asserted as fulfilling any one or more of the obligations under 7a through 7p of this Special Provision provided that the Contractor actively participates in the group, makes every effort to assure that the group has a positive impact on the employment of minorities and women in the industry, ensure that the concrete benefits of the program are reflected in the Contractor's minority and female work -force participation, makes a good faith effort to meet its individual goals and timetables, and can provide access to documentation which demonstrate the effectiveness of actions taken on behalf of the Contractor. The obligation to comply, however, is the Contractor's and failure of such a group to fulfill an obligation shall not be a defense for the Contractor's noncompliance. 9. A single goal for minorities and a separate single goal for women have been established. The Contractor, however, is required to provide equal employment opportunity and to take affirmative action for all minority groups, both male and female, and all women, both minority and non -minority. Consequently, the Contractor may be in violation of the Executive Order if a particular group is employed in substantially disparate manner (for example, even though the Contractor has achieved its goals for women generally, the Contractor may be in violation of the Executive Order if a specific minority group of women is underutilized). 10. The Contractor shall not use the goals and timetables or affirmative action standards to discriminate against any person because of race, color, religion, sex, or national origin. 11. The Contractor shall not enter into any subcontract with any person or firm debarred from Government contracts pursuant to Executive Order 11246. 12. The Contractor shall carry out such sanctions and penalties for violation of these specifications and of the Equal Opportunity Clause, including suspensions, terminations and cancellations of existing subcontracts as may be imposed or ordered pursuant to Executive Order 11246, as amended, and its implementing regulations by the Office of Federal Contract Compliance Programs. Any Contractor who fails to carry out such sanctions and penalties shall be in violation of these specifications and Executive Order 11246, as amended. 13. The Contractor, in fulfilling its obligations under these specifications, shall implement specific affirmative action steps, at least as extensive as those 167 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 standards prescribed in paragraph 7 of this Special Provision, so as to achieve maximum results from its efforts to ensure equal employment opportunity. If the Contractor fails to comply with the requirements of the Executive Order, the implementing regulations, or these specifications, the Director shall proceed in accordance with 41 CFR 60-4.8. 14. The Contractor shall designate a responsible official to monitor all employment related activity to ensure that the company EEO policy is being carried out, to submit reports relating to the provisions hereof as may be required by the government and to keep records. Records shall at least include, for each employee, their name, address, telephone numbers, construction trade, union affiliation if any, employee identification number when assigned, social security number, race, sex, status (e.g., mechanic, apprentice, trainee, helper, or laborer), dates of changes in status, ,hours worked per week in the indicated trade, rate of pay, and locations at which the work was performed. Records shall be maintained in an easily understandable and retrievable form; however, to the degree that existing records satisfy this requirement, the Contractors will not be required to maintain separate records. 15. Nothing herein provided shall be construed as a limitation upon the application of other laws which establish different standards of compliance or upon the application of requirements for the hiring of local or other area residents (e.g., those under the Public Works Employment Act of 1977 and the Community Development Block Grant Program). (December 3, 2007) Disadvantaged Business Enterprise Condition of Award Participation The Disadvantaged Business Enterprise (DBE) requirements of 49 CFR Part 26 apply to this contract. This goal is considered a condition of award. DBE Goals The Contracting Agency has established a goal in the amount of: 3% DBE Eligibility Selection of DBEs DBEs proposed by the bidder shall be listed as DBEs on the current list of firms certified by the Office of Minority and Women's Business Enterprises (OMWBE.) In absence of being listed, the Contractor may provide written proof from OMWBE documenting that their proposed DBEs are currently certified. A list of firms certified by OMWBE is available from that office and on line through their website (www.omwbe.wa.gov/directory/directory.htm) or by telephone at (360) 704- 1181. It shall be the responsibility of the bidder to confirm with OMWBE that the certification of any proposed DBE firm is current and that the firm is certified in the North American Industry Classification System (NAICS) code for the work being proposed. In establishing the certification status of any subcontractor or supplier, the bidder may rely upon the website list or upon any written commitments from OMWBE provided that information is obtained no earlier than 24 hours prior to the time set for bid submittals. 168 Special Provisions Proposed firms not meeting the specified requirements at the time fixed for the opening of bids will not be credited by the Contracting Agency for the purpose of meeting the goals. The amounts committed to a non -certified firm will not be counted in the evaluation of the bidder's DBE submittal. In the event that a DBE firm listed is certified at the time of the submission of the bid, but the listed DBE firm is subsequently determined to be ineligible prior to execution of the contract, then the contract execution will proceed and the Contractor will be required to substitute a certified DBE firm for the same amount or to make a good faith effort to do so. Counting DBE Participation Toward Meeting the Goal and Substitution Requirements When a DBE firm participates in a contract, only the value of the work actually performed by the DBE will be counted towards the DBE goal. 1. Count the entire amount of the portion of the contract that is performed by the DBE's own forces. Include the cost of supplies and materials obtained by the DBE for the work of the contract, including supplies purchased or equipment leased by the DBE (except supplies and equipment the DBE Subcontractor purchases or leases from the Prime Contractor or its affiliates, unless the Prime Contractor is also a. DBE). Work performed by a DBE, utilizing resources of the Prime Contractor or its affiliates will not be counted toward DBE goals. In very rare situations, a DBE firm may utilize equipment and/or personnel from a non -DBE firm other than the Prime Contractor or its affiliates. Should this situation arise, the arrangement must be short- term and must have prior written approval from the Contracting Agency. The arrangement must not erode a DBE firm's ability to perform a Commercially Useful Function (See discussion of CUF, below). 2. Count the entire amount of fees or commissions charged by a DBE firm for providing a bona fide service, such as professional, technical, consultant, or managerial services, or for providing bonds or insurance. 3. When a DBE subcontracts part of the work of its contract to another firm, the value of the subcontracted work may be counted toward the DBE goal only if the DBE's lower tier Subcontractor is also a DBE. Work that a DBE subcontracts to a non -DBE firm does not count toward the DBE goal. The DBE firm may further subcontract to lower tier DBE subcontractors to the extent specified by section 1-08.1. 4. When a non -DBE subcontractor further subcontracts to a lower -tier subcontractor or supplier who is a certified DBE, then that portion of the work further subcontracted may be counted toward the DBE goal, so long as it is a distinct clearly defined portion of the work of the subcontract that the DBE is performing in a commercially useful function with its own forces. 5. Continue to count the work subcontracted to a decertified DBE firm after decertification, provided the prime contractor had a subcontract in 169 Special Provisions force before the decertification and the prime contractor's actions did not influence the DBE's decertification. DBE Prime Contractor A DBE prime Contractor may only count the work performed with its own forces and the work performed by DBE Subcontractors and DBE suppliers. In the event that the DBE Prime contractor becomes decertified during the contract, for reasons other than graduation from the program, the portion of the work performed after the decertification will not count toward the goal. If this work is part of the Condition of Award the prime will be required to meet the Condition of award and may do so by increasing the dollars and work to another DBE firm in an amount equal to that which cannot be counted, utilize the dollars committed/paid to a non-COA DBE who is already on the project, or make a good faith effort to do so. If the reason for decertification is for graduation, the work of the decertified DBE prime contractor may continue to be counted toward the goal. Joint Venture When a DBE performs as a participant in a joint venture, only that portion of the total dollar value of the contract equal to the distinct, clearly defined portion of the work that the DBE performs with its own forces will count toward COA DBE goal In the event that the DBE Joint Venture contractor becomes decertified during the contract, for reasons other than graduation from the program, the portion of the work performed after the decertification will not count toward the DBE goal. If this work is part of the Condition of Award the Joint Venture will be required to meet the Condition of award and may do so by increasing the dollars and work to another DBE firm in an amount equal to that which cannot be counted, utilize the dollars committed/paid to a non-COA DBE who is already on the project, or make a good faith effort to do so. If the reason for decertification is for graduation the work of the decertified DBE Joint Venture contractor may continue to be counted toward the goal. Changes in the Quantity of Work Owner initiated Change Orders In the event the Contracting Agency reduces quantities or deletes work items that impact a DBE's work and insufficient work remains on the contract, the Contracting Agency may relieve the prime contractor from attainment of that portion of the goal. Original Quantity Under runs In the event that work committed to a DBE firm as part of the COA, under runs the original planned quantities and that work is completed according to the contract, the contractor shall not be required to substitute work for the portion of the COA not achieved. Contractor -Initiated Proposals—General 1. Reductions or Deletions Any reduction or deletion of Condition of Award DBE work that is proposed by the Contractor under this provision shall not be permitted without the express prior written consent of the Contracting Agency, including concurrence by WSDOT/OEO, which shall have the discretion to deny approval. 170 Special Provisions The Contractor must notify and obtain written approval from the contracting agency prior to replacing a DBE or making any change in the participation. Approval for replacement will be granted only if it is demonstrated that the DBE is unable or unwilling to perform. The Contractor must make every good faith effort to find another certified DBE subcontractor to substitute for the original DBE. The good faith efforts shall be directed at finding another DBE to perform at least the same amount of work under the contract as the original DBE, to the extent needed to meet the contract goal. Any deviation from the DBE condition -of -award letter or contract specifications must be approved by Change Order issued by the Contracting Agency. The Contractor shall notify affected DBEs in writing of any changes in the scope of work which result in a reduction in the dollar amount of condition -of -award to the contract. In addition to the above requirements for reductions in the Condition of Award, additional requirements apply to the two cases of Contractor - Initiated work substitution proposals. Where the contract allows alternate work methods which serve to delete or create underruns in condition of award DBE work, and the Contractor selects that alternate method or, where the Contractor proposes a substitute work method or material that serves to diminish or delete work committed to a DBE and replace it with other work, then the Contractor must demonstrate one of the following: a. That the replacement work will be performed by the same DBE (as long as the DBE is certified in the respective item of work) in a modification of the Condition of Award agreement; or b. That the DBE is aware that its work will be deleted or will experience underruns and has agreed in writing to the change. If this occurs, the Contractor shall substitute other work of equivalent value to a certified DBE or provide documentation of good faith efforts to do so; or c. That the DBE is not capable of performing the replacement work or has declined to perform the work at a reasonably competitive price. If this occurs, the Contractor shall substitute other work of equivalent value to a certified DBE or provide documentation of good faith efforts to do so. 2. Additions As stated above, any change in the condition of award will be evidenced by a change order. Where the revision includes work committed to a new DBE subcontractor, not previously involved in the project, then a Request to Sublet shall be submitted in accordance with Section 1-08.1. If the commitment of work is in the form of additional tasks assigned to an existing subcontractor, then a new Request to Sublet shall not be required. However, the Contractor must document efforts to assure that 171 Special Provisions the existing DBE subcontractor is capable of performing the additional work and has agreed,(in writing) to the change. Commercially Useful Function Payments to a DBE firm will count toward DBE goals only if the DBE is performing a commercially useful function on the contract. 1. A DBE performs a commercially useful function when it is responsible for execution of the work of the contract and is carrying out its responsibilities by actually performing, managing, and supervising the work involved. To perform a commercially useful function, the DBE must also be responsible, with respect to materials and supplies used on the contract, for negotiating price, determining quality and quantity, ordering the material, installing (if applicable) and paying for the material itself. Two party checks are not allowed. 2. A DBE does not perform a commercially useful function if its role is limited to that of an extra participant in a transaction, contract, or project through which funds are passed in order to obtain the appearance of DBE participation. Trucking Use the following factors in determining whether a DBE trucking company is performing a commercially useful function: 1. The DBE must be responsible for the management and supervision of the entire trucking operation for which it is listed on a particular contract. 2. The DBE must itself own and, with its own workforce, operate at least one fully licensed, insured, and operational truck used on the contract. 3. The DBE receives credit only for the total value of the transportation services it provides on the contract using trucks it owns or leases, licenses, insures, and operates with drivers it employs. 4. For purposes of this paragraph a lease must indicate that the DBE has exclusive use of and control over the truck. This does not preclude the leased truck from working for others during the term of the lease with the consent of the DBE, so long as the lease gives the DBE absolute priority for use of the leased truck. Leased trucks must display the name and identification number of the DBE. 5. The DBE may lease trucks from another DBE firm and may enter an agreement with an owner -operator who is certified as a DBE. The DBE who leases trucks from another DBE or employs a DBE owner - operator receives credit for the total value of the transportation services the lessee DBE provides on the contract. 6. The DBE may also lease trucks from a non -DBE firm and may enter an agreement with an owner -operator who is a non -DBE. The DBE who leases trucks from a non -DBE or employs a non -DBE owner - operator is entitled to credit only for the fee or commission it receives 172 Special Provisions as a result of the lease arrangement. The DBE does not receive credit for the total value of the transportation services provided by the lessee, since these services are not provided by a DBE. 7. In any lease or owner -operator situation, as described in paragraphs 5 & 6 above, the following rules shall apply: • A written lease/rental agreement on all trucks leased or rented, showing the true ownership and the terms of the rental must be submitted and approved by the Contracting Agency prior to the beginning of the work. The agreement must show the lessor's name, trucks to be leased, and agreed upon amount or method of payment (hour, ton, or per load). All lease agreements shall be for a long-term relationship, rather than for the individual project. Does not apply to owner -operator arrangements. • Only the vehicle, (not the operator) is leased or rented. Does not apply to owner -operator arrangements. 8. In order for DBE project goals to be credited, DBE trucking firms must be covered by a subcontract or a written agreement approved by the Contracting Agency prior to performing their portion of the work. Expenditures paid to other DBEs Expenditures paid to other DBEs for materials or supplies may be counted toward DBE goals as provided in the following: Manufacturer 1. Counting If the materials or supplies are obtained from a DBE manufacturer, count 100 percent of the cost of the materials or supplies toward DBE goals. 2. Definition To be a manufacturer, the firm operates or maintains a factory or establishment that produces, on the premises, the materials, supplies, articles, or equipment required under the contract and of the general character described by the specifications. 3. In order to receive credit as a DBE manufacturer, the firm must have received an "on-site" review and been approved by WSDOT-OEO to operate as a DBE Manufacturing firm prior to bid opening on any USDOT federally -assisted contract. Use of a DBE manufacturer that has not received an on-site review and approval by WSDOT-OEO prior to bid opening will result in the bid being declared non- responsive. To schedule a review, the manufacturing firm must submit a written request to WSDOT/OEO and may not receive credit towards DBE participation until the completion of the review. Once a firm's manufacturing process has been approved in writing, it is not necessary to resubmit the firm for approval unless the manufacturing ,173 Special Provisions 1 ' process has substantially changed. Information on approved manufacturers (per contract) may be obtained from WSDOT-0E0. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Regular Dealer 1. Counting If the materials or supplies are purchased from a DBE regular dealer, 60 percent of the cost of the materials or supplies will count toward DBE goals. 2. Definition a) To be a regular dealer, the firm must own, operate or maintain a store, warehouse, or other establishment in which the materials, supplies, articles or equipment of the general character described by the specifications and required under the contract are bought, kept in stock, and regularly sold or leased to the public in the usual course of business. It must also be an established, regular business that engages, as its principal business and under its own name, in the purchase and sale or lease of the products in question. b) A person may be a regular dealer in such bulk items as petroleum products, steel, cement, gravel, stone, or asphalt without owning, operating, or maintaining a place of business, as provided elsewhere in this specification, if the person both owns and operates distribution equipment for the products. Any supplementing of regular dealers' own distribution equipment .shall be by a Tong -term lease agreement and not on an ad hoc or contract -by -contract basis. c) Packagers, brokers, manufacturers' representatives, or other persons who arrange or expedite transactions are not regular dealers. 3. Regular dealer status is granted on a contract -by -contract basis. To obtain regular dealer status, a formal written request must be made by the interested supplier (potential regular dealer) to WSDOT/OEO. OEO must be in receipt, of this request at least seven (7) calendar days prior to bid opening. Included in the request shall be a full description of the project, type of business operated by the DBE, and the manner the DBE will operate as a regular dealer on the specific contract. Rules applicable to regular dealer status are contained in 49 CFR Part 26.55.e.2. Once the request is reviewed by WSDOT-0E0, the DBE supplier requesting it will be notified in writing whether regular dealer status was approved. DBE firms that are approved as regular dealers for a contract (whenever possible) will be listed on the WSDOT Internet Homepage at: www.wsdot.wa.gov/biz/contaa/ prior to the time of bid opening. In addition, bidders may request confirmation of the DBE supplier's approval to operate as a regular dealer on a specific contract by writing the Office of Equal Opportunity, Washington State Department of Transportation, P.O. Box 47314, Olympia, WA 98504-7314 or by phone at (360) 705-7085. Use of a supplier that has not received approval as a regular dealer prior to bid opening will result in the bid being declared 174 Special Provisions nonresponsive. (unless the contribution of the regular dealer was not necessary to meet the project goal). Materials or Supplies Purchased from a DBE With respect to materials or supplies purchased from a DBE who is neither a manufacturer nor a regular dealer, the entire amount of fees or commissions charged for assistance in the procurement of the materials and supplies, or fees or transportation charges for the delivery of materials or supplies required on a job site may be counted toward the goal. No part of the cost of the materials and supplies themselves may be applied toward DBE goals. DBE Utilization Certification To be eligible for award of the contract, the bidder must properly complete and submit a DBE Utilization Certification which has been made a part of the bidder's formal bid proposal. The Certification will be used by the Contracting Agency in determining whether the bidder's bid proposal satisfies the DBE contract requirements. For each DBE described in the Certification, the bidder shall state the project role and work item in which that DBE will participate. A general description of the work to be performed by the DBE shall be included. If a DBE will perform a partial item of work, the bidder shall also include a dollar amount for each partial item of work. The bidder shall also include a dollar amount for each DBE listed in the Certification that will be applied towards meeting or exceeding the assigned DBE contract goal. In the event of arithmetic errors in completing the Certification, the -amount listed to be applied towards the goal for each DBE shall govern and the DBE total shall be adjusted accordingly. The information and commitments demonstrated in the Certification shall become a condition of any subsequent award of a contract to that bidder and the Certification itself shall become a part of the subsequent contract. The Contracting Agency shall consider as non-responsive and shall reject any bid proposal submitted that does not contain a DBE Certification or contains a DBE Certification that fails to demonstrate that the bidder will meet the DBE participation requirements in one of the manners permitted by the contract as described below. Selection of Successful Bidder/Good Faith Efforts The successful bidder shall be selected on the basis of having submitted the lowest responsive bid, which demonstrates good faith effort to achieve the goal. Good faith efforts must be provided with the bid proposal. The first step in demonstrating good faith efforts is to document, through the DBE Utilization Certification, that the bidder has obtained enough DBE participation to meet or exceed the assigned DBE goal. If the bidder is unable to meet the goal as demonstrated above, the bidder shall supply documentation in addition to the DBE Utilization Certification of their good faith efforts to meet the DBE assigned contract goal. The additional documentation, if required, must be provided with the bid proposal. Based upon all of the relevant documentation submitted with the bid, the Contracting Agency shall determine whether the bidder has made a sufficient 175 Special Provisions good faith effort to seek DBE participation. The Contracting Agency will make a fair and reasonable judgment whether a bidder that did not meet the goal made adequate good faith efforts. The quality, quantity, and intensity of the different kinds of efforts that the bidder has made will be considered. A determination will be made whether the efforts employed by the bidder were those that one could reasonably expect a bidder to take if the bidder were actively and aggressively trying to obtain DBE participation sufficient to meet the DBE contract goal. Mere pro forma efforts will not be considered to be good faith efforts to meet the DBE contract requirements. The following is a list of types of actions, which will be considered as part of the bidder's good faith efforts to obtain DBE participation. It is not intended to be a mandatory checklist, nor is it intended to be exclusive or exhaustive. Other factors or types of efforts may be relevant in appropriate cases: 1. Attendance by the bidder at any pre -solicitation or pre-bid meetings that were scheduled by the Contracting Agency to inform DBEs of contracting and subcontracting or material supply opportunities available on the project; 2. Contacting local Tribes, Tribal Employment Rights Offices (TERO) concerning the subcontracting or supply opportunities in sufficient time to allow the enterprises to participate effectively; 3. Selection by the bidder of specific economically feasible units of the project to be performed by DBEs in order to increase the likelihood of participation by DBEs even if the bidder preferred to perform these work items as the prime contractor; 4. Advertising by the bidder in general circulation, trade association minority and trade oriented, women focus publications, concerning the subcontracting or supply opportunities; 5. Providing written notice from the bidder to a reasonable number of specific DBEs, identified from the OMWBE Directory of Certified Firms for the selected subcontracting or material supply work, in sufficient time to allow the enterprises to participate effectively; 6. Follow-up by the bidder of initial solicitations of interest by contacting the DBEs to determine with certainty whether they were interested. Documentation of this kind of action may include the information outlined below: a. The names, addresses, telephone numbers of DBEs who were contacted, the dates of initial contact, and whether initial solicitations of interest were followed-up by contacting the DBEs to determine with certainty whether the DBEs were interested; b. A description of the information provided to the DBEs regarding the plans, specifications, and estimated quantities for portions of the work to be performed; 176 Special Provisions c. Documentation of each DBE contacted but rejected and the reason(s) for that rejection; 7. Providing, to interested DBEs, adequate information about the plans, specifications, and requirements for the selected subcontracting or material supply work; 8. Negotiating in good faith with the DBE firms, and not, without justifiable reason, rejecting as unsatisfactory, bids that are prepared by any DBE; 9. Advertising and making efforts to obtain DBE participation that were reasonably expected to produce a level of participation sufficient to meet the goal or requirements of the Contracting Agency; 10. Making any other efforts to obtain DBE participation that were reasonably expected to produce a level of participation sufficient to meet the goal or requirements of the Contracting Agency; 11. Using the services of minority community organizations, minority contractor groups, local, state, and federal minority business assistance offices and other organizations identified by WSDOT and advocates for disadvantaged, minority, and women businesses that provide assistance in the recruitment and placement of disadvantaged, minority; and women business enterprises; and 12. Using DBE Supportive Services by contacting the Office of Minority and Women's Business Enterprises DBE Supportive Services Offices: Seattle: (206) 553-7356 Tacoma: (253) 680-7393 If, after review of the documentation provided in the bidder's proposal, the Contracting Agency determines that a good faith effort was made to secure DBE participation, the assigned DBE goal will not be reduced to the bidder's partial commitment. However, the bidder will be formally advised in the award letter that the partial commitment will satisfy the terms of the contract and there will be no adverse effect on the Contractor as a result of the reduced attainment. Should the low and otherwise responsive bidder fail to meet the DBE participation requirements in one of the manners provided in the proposed contract, its bid proposal will be rejected as non-responsive and the next lowest responsive bid accepted unless the Contracting Agency chooses to reject all bids. Administrative Reconsideration 1. A bidder has the right to reconsideration in the event its bid has been found to be nonresponsive due to a failure to make adequate good faith efforts to meet the DBE goal requirements of this specification. The bidder must request reconsideration within five working days of notification of being nonresponsive or forfeit the right to reconsideration. 177 Special Provisions 2. The Contracting Agency's decision on reconsideration of the bidders good faith efforts shall be made by an official who did not take part in the original determination that the bidder failed to meet the goal or make adequate good faith efforts to do so. 3. The bidder shall have the opportunity to meet in person with the official for the purpose of setting forth the bidder's position as to why the documents provided with its bid proposal supported adequate good faith efforts to meet the DBE contract requirements. The bidder's support for its position must be based on its bid submittal. The bidder may provide further explanation/clarification of the information and materials in the submittal, but no new materials or information will be considered by the official in reaching a decision on reconsideration. 4. The official shall send the bidder a written decision on reconsideration, explaining the basis for the finding as to whether the bidder's bid submittal supported adequate good faith efforts to meet the DBE contract requirements. The Contracting Agency has been advised that the United States Department of Transportation will not accept appeals concerning results of the reconsideration process. Procedures Between Award and Execution After award of the contract, the successful bidder shall provide the additional information described below. A failure to comply shall result in the forfeiture of the bidder's proposal bond or deposit. The Contracting Agency will notify the successful bidder of the award of the contract in writing and will include a request for a further breakdown of the DBE information. After award and prior to execution of the contract, the bidder shall submit the following items: (1) Additional information for all successful DBE's as shown on the DBE Utilization Certification: • Correct business name, federal employee identification number (if available), and mailing address. • List of all bid items assigned to each successful DBE firm, including unit prices and extensions: • Description of partial items (if any) to be sublet to each successful DBE firm specifying the distinct elements of work under each item to be performed by the DBE and including the dollar value of the DBE portion. Total amounts shown for each DBE shall not be less than the amount shown on the Utilization Certification. This submittal, showing the DBE work item breakdown, when accepted by the Contracting Agency and resulting in contract execution, shall become a part of the contract. A breakdown• that does not conform to the DBE Utilization Certification or that demonstrates a lesser amount of DBE participation than that included in the Certification will be returned for 178 Special Provisions correction. The contract will not be executed by the Contracting Agency until a satisfactory breakdown has been submitted. (2) A list of all firms who submitted a bid or quote in an attempt to participate in this project whether they were successful or not. Include the correct business name, federal employer identification number (optional) and a mailing address. The firms identified by the Contractor may be contacted to solicit general information as follows: 1. age of the firm 2. average of its gross annual receipts over the past three years Procedures After Execution Reporting The Contractor shall submit a "Quarterly Report of Amounts Credited as DBE Participation" (actual payments) on a quarterly basis for any calendar quarter in which DBE work is accomplished or upon completion of the project, as appropriate. The quarterly reports are due on January 20th, April 20th, July 20th, and October 20th of each year. The dollars reported will be in accordance with the "Counting DBE Participation" section of this specification. In the event that the payments to a DBE have been made by an entity other than the Prime Contractor (as in the case of a lower -tier subcontractor or supplier), then the Prime Contractor shall obtain the quarterly report, including the signed affidavit, from the paying entity and submit the report to the Contracting Agency. Damages for Noncompliance When a Contractor violates the DBE provisions of the contract, the Contracting Agency may incur damages. These damages consist of additional administrative costs including, but not limited to, the inspection, supervision, engineering, compliance, and legal staff time and expenses necessary for investigating, reporting, and correcting violations as well as Toss of federal funding. Damages attributable to a Contractor's violations of the DBE provisions may be deducted from progress payments due to the Contractor or from retainage withheld by the Contracting Agency as allowed by RCW 60.28.021. Before any money is withheld, the Contractor will be provided with a notice of the basis of the violations and an opportunity to respond. The Contracting Agency's decision to recover damages for a DBE violation does not limit its ability to suspend or revoke the Contractor's pre -qualification status or seek other remedies as allowed by federal or state law. In appropriate circumstances, the Contracting Agency may also refer the Contractor to state or federal authorities for additional sanctions. Required Disadvantaged Business Enterprise Provisions The Contractor shall not discriminate on the basis of race, color, national origin, or sex in the performance of this contract. The Contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of 179 Special Provisions contracts, which contain funding assistance from the United States Department of Transportation. Failure by the Contractor to carry out these requirements is a material breach of this contract, which may result in ,the termination of this contract or such other remedy as the Contracting Agency deems appropriate. If the Contractor does not comply with any part of its contract as required under 49 CFR part 26, and/or any other applicable law or regulation regarding DBE, the Contracting Agency may withhold payment, suspend, or terminate the contract, and subject the Contractor to civil penalties of up to ten percent of the amount of the contract for each violation. In the case of WSDOT contracts, repeated violations, exceeding a single violation, may disqualify the Contractor from further participation in WSDOT contracts for a period of up to three years. An apparent low bidder must be in compliance with these contract provisions as a condition precedent to the granting of a notice of award by the Contracting Agency. The Contractor is entitled to request an adjudicative proceeding with respect to the Contracting Agency's determination of contract violation and assessed penalties by filing a written application within thirty days of receipt of notification. The adjudicative proceeding, if requested, will be conducted by an administrative law judge pursuant to the procedures set forth in RCW 34.05 and Chapter 10.08 of the Washington Administrative Code. Payment Compensationfor all costs involved with complying with the conditions of this specification and any associated DBE requirements is included in payment for the associated contract items of work. (September 17, 2007) Special Training Provisions General Requirements The Contractor's equal employment opportunity, affirmative action program shall include the requirements set forth below. The Contractor shall provide on- the-job training aimed at developing trainees to journeyman status in the trades involved. The number of training hours shall be 1500. The training program shall assign a minimum of 200 hours per trainee. The Contractor may elect to accomplish training as part of the work of a subcontractor, however, the Prime Contractor shall retain the responsibility for complying with these Special Provisions. The Contractor shall also ensure that this training provision is made applicable to any subcontract that includes training. Trainee Approval The Federal government requires Contracting Agencies to include these training provisions as a condition attached to the receipt of Federal highway funding. The Federal government has determined that the training and promotion of members of certain minority groups and women is a primary objective of this training provision. The Contractor shall make every effort to enroll minority groups and women trainees to the extent such persons are available within a reasonable recruitment area. This training provision is not intended and shall not be used to discriminate against any applicant for training, whether that person is a minority, woman or otherwise. A non -minority male trainee or apprentice may be approved provided the following requirements are met: 180 Special Provisions 1. The Contractor is otherwise in compliance with the contract's Equal Employment Opportunity and On -the -Job Training requirements and provides documentation of the efforts taken to fill the specific training position with either minorities or females 2. or, if not otherwise in compliance, furnishes evidence of his/her systematic and direct recruitment efforts in regard to the position in question and in promoting the enrollment and/or employment of minorities and females in the craft which the proposed trainee is to be trained 3. and the Contractor has made a good faith effort towards recruiting of minorities and women. As a minimum this good faith effort shall consist of the following: • Distribution of written notices of available employment opportunities with the Contractor and enrollment opportunities with its unions. Distribution should include but not be limited to; minority and female recruitment sources and minority and female community organizations; • Records documenting the Contractor's efforts and the outcome of those efforts, to employ minority and female applicants and/or refer them to unions; • Records reflecting the Contractor's efforts in participating in developing minority and female on-the-job training opportunities, including upgrading programs and apprenticeship opportunities; • Distribution of written notices to unions and training programs disseminating the Contractor's EEO policy and requesting cooperation in achieving EEO and OJT obligations. No employee shall be employed as a trainee in any classification in which the employee has successfully completed a training course leading to journeyman status or in which the employee has been employed as a journeyman. The Contractor's records shall document the methods for determining the trainee's status and findings in each case. When feasible, 25 percent of apprentices or trainees in each occupation shall be in their first year of apprenticeship or training. For the purpose of this specification, acceptable training programs are those employing trainees/apprentices registered with the following: 1. Washington State Department of Labor & Industries — State Apprenticeship Training Council (SATC) approved apprenticeship agreement: a. Pursuant to RCW 49.04.060, an apprenticeship agreement shall be; 181 Special Provisions i. an individual written agreement between an employer and apprentice ii. a written agreement between (an employer or an association of employers) and an organization of employees describing conditions of employment for apprentices iii. a written statement describing conditions of employment for apprentices in a plant where there is no bona fide employee organization. All such agreements shall conform to the basic standards and other provisions of RCW Chapter 49. 2. Apprentices must be registered with U.S. Department of Labor — Bureau of Apprenticeship Training (BAT) approved program. Or 3. Trainees participating in a non-BAT/SATC program, which has been approved,by the contracting agency for the specific project. 4. For assistance in locating trainee candidates, the Contractor may call WSDOT's OJT Support Services Technical Advisor at (360) 705-7088, (206) 587-4954 or toll free at 1-866-252-2680. Obligation to Provide Information Upon starting a new trainee, the Contractor shall furnish the trainee a copy of the approved program the Contractor will follow in providing the training. Upon completion of the training, the Contractor shall provide the Contracting Agency with a certification showing the type and length of training satisfactorily completed by each trainee. Training Program Approval The Training Program shall meet the following requirements: 1. The Training Program (DOT Form 272-049) must be submitted to the Engineer for approval prior to commencing contract work and shall be resubmitted when modifications to the program occur. 2. The minimum length and type of training for each classification will be as established in the training program as approved by the Contracting Agency. 3. The Training Program shall contain the trades proposed for training, the number of trainees, the hours assigned to the trade and the estimated beginning work date for each trainee. 4. Unless otherwise specified, Training Programs will be approved if the proposed number of training hours equals the training hours required by contract and the training program assigns a minimum of 200 hours per trainee. 182 Special Provisions 5. After approval of the training program, information concerning each individual trainee and good faith effort documentation shall be submitted on (DOT Form 272-050.) 6. In King County, laborer trainees or apprentices will not be approved on contracts containing less than 1000 training hours as specified in this Section. In King County, no more than twenty percent (20%) of hours proposed for trainees or apprentices shall be in the laborer classification when the contract contains 1000 or more hours of training as specified in this Section. The training program shall assign a minimum of 200 hours per trainee. 7. Flagging programs will not be approved. Other programs that include flagging training will only be approved if the flagging portion is limited to an orientation of not more than 20 hours. 8. It is the intention of these provisions that training is to be provided in the construction crafts rather than clerk -typists or secretarial -type positions. Training is permissible in lower level management positions such as office engineers, estimators, timekeepers, etc., where the training is oriented toward construction applications. Some off-site training is permissible as long as the training is an integral part of an approved training program. 9. It is normally expected that a trainee will begin training on the project as soon as feasible after start of work, utilizing the skill involved and remain on the project as long as training opportunities exist in the work classification or upon completion of the training program. It is not required that all trainees be on board for the entire length of the contract. The number trained shall be determined on the basis of the total number enrolled on the contract for a significant period. 10. Wage Progressions: Trainees will be paid at least the applicable ratios or wage progressions shown in the apprenticeship standards published by the Washington State Department of Labor and Industries. In the event that no training program has been established by the Department of Labor and Industries, the trainee shall be paid in accordance with the provisions of RCW 39.12.021 which reads as follows: Apprentice workmen employed upon public works projects for whom an apprenticeship agreement has been registered and approved with the State Apprenticeship Council pursuant to RCW 49.04, must be paid at least the prevailing hourly rate for an apprentice of that trade. Any workman for whom an apprenticeship agreement has not been registered and approved by the State Apprenticeship Council shall be considered to be a fully qualified journeyman, and, therefore, shall be paid at the prevailing hourly rate for journeymen. Compliance In the event that the Contractor is unable to accomplish the required training hours but can demonstrate a good faith effort to meet the requirements as 183 Special Provisions specified, then the Contracting Agency will adjust the training goals accordingly. Requirements for Non BAT/SATC Approved Training Programs Contractors who are not affiliated with a program approved by BAT or SATC may have their training program approved provided that the program is submitted for approval on DOT Form 272-049, and the following standards are addressed and incorporated in the Contractor's program: • The program establishes minimum qualifications for persons entering the training program. • The program shall outline the work processes in which the trainee will receive supervised work experience and training on-the-job and the allocation of the approximate time to be spent in each major process. The program shall include the method for recording and reporting the training completed shall be stated. • The program shall include a numeric ratio of trainees to journeymen consistent with proper supervision, training, safety, and continuity of employment. The ratio language shall be specific and clear as to application in terms of job site and workforce during normal operations (normally considered to fall between 1:10 and 1:4). • The terms of training shall be stated in hours. The number of hours required for completion to journeyman status shall be comparable to the apprenticeship hours established for that craft by the SATC. The following are examples of programs that are currently approved: CRAFT HOURS Laborer 4,000 Ironworker 6,000 Carpenter 5,200-8,000 Construction Electrician 8,000 Operating Engineer 6,000-8,000 Cement Mason 5,400 Teamster • 2,100 • The method to be used for recording and reporting the training completed shall be stated. • A numeric ratio of trainees to journeymen shall be established. It shall be consistent with proper supervision, training, safety and continuity of employment. The ratio language shall be specific and clear as to application in terms of job site and workforce during normal operations. Measurement The Contractor may request that the total number of "training" hours for the contract be increased subject to approval by the Contracting Agency. This reimbursement will be made even though the Contractor receives additional training program funds from other sources, provided such other sources do not prohibit other reimbursement. Reimbursement to the Contractor for off-site 184 Special Provisions training as indicated previously may only be made when the Contractor does one or more of the following and the trainees are concurrently employed on a Federal -aid project: • contributes to the cost of the training, • provides the instruction to the trainee, • pays the trainee's wages during the off- site training period. Reimbursement will be made upon receipt of a certified invoice that shows the related payroll number, the name of trainee, total hours trained under the program, previously paid hours under the contract, hours due this estimate, and dollar amount due this estimate. The certified invoice shall show a statement indicating the Contractor's effort to enroll minorities and women when a new enrollment occurs. If a trainee is participating in a SATC/BAT approved apprenticeship program, a copy of the certificate showing apprenticeship registration must accompany the first invoice on which the individual appears. Reimbursement for training occurring prior to approval of the training program will be allowed if the Contractor verbally notifies the Engineer of this occurrence at the time the apprentice/trainee commences work. A trainee/apprentice, regardless of craft, must have worked on the contract for at least 20 hours to be eligible for reimbursement. Payment The Contractor will be reimbursed under the item "Training" per hour for each hour of training for each employee. (March 13, 1995) Federal Agency Inspection Section 1-07.12 is supplemented with the following: Required Federal Aid Provisions The Required Contract Provisions Federal Aid Construction Contracts (FHWA 1273) and the amendments thereto supersede any conflicting provisions of the Standard Specifications and are made a part of this contract; provided, however, that if any of the provisions of FHWA 1273, as amended, are Tess restrictive than Washington State Law, then the Washington State Law shall prevail. The provisions of FHWA 1273, as amended, included in this contract require that the Contractor insert the FHWA 1273 and amendments thereto in each subcontract, together with the wage rates which are part of the FHWA 1273, as amended. Also, a clause shall be included in each subcontract requiring the subcontractors to insert the FHWA 1273 and amendments thereto in any lower tier subcontracts, together with the wage rates. The Contractor shall also ensure that this section, REQUIRED FEDERAL AID PROVISIONS, is inserted in each subcontract for subcontractors and lower tier subcontractors. For this purpose, upon request to the Project Engineer, the Contractor will be provided with extra copies of the FHWA 1273, the amendments thereto, the applicable wage rates, and this Special Provision. 185 Special Provisions Utilities and Similar Facilities Section 1-07.17 is supplemented with the following: Locations and dimensions shown in the Plans for existing facilities are in accordance with available information obtained without uncovering, measuring, or other verification. The following addresses and telephone numbers of utility companies known or suspected of having facilities within the project limits are supplied for the Contractor's convenience: Qwest Charter Cable Pacific Power Level 3 Communications Verizon Business Noel Communications Integra Telecom Yakima Transit City of Yakima Water Division City of Yakima Wastewater Division Cascade Natural Gas Corporation W 2nd Ave, Room 304 Yakima, Washington 98902 1005 N 16th Avenue Yakima, Washington 98902 PO Box 1729 Yakima, Washington 98907 Dale Smith Michael Fullmer Shawn Bob Robertson Ed Neel 2301 Fruitvale Blvd., Yakima, WA 98902 - James Dean 2220 E. Viola, Yakima, Washington 98901 401 N 1st Street, Yakima, Washington 98901 509-455-2371 509-925-9210 509-575-3172 253-209-3236 206-409-1260 509-575-4780 425-922-1477 509-966-5234 509-575-6196 509-575-6077 509-457-5905 The Contractor shall notify the Upper Yakima Valley Utilities Coordinating Council - Area 5, telephone number 1-800-553-4344, at least 72 hours prior to start of excavation so that underground utilities may be marked. It shall be the contractor's responsibility to investigate the presence and location of all utilities prior to bid opening and assess their impacts on his construction activities. Utilities, new or old, may be renewed, relocated, or adjusted for the proposed construction. The Contractor shall, prior to beginning any work, meet with all utility organizations (public and private) in the field to familiarize himself with plans and schedules of the installations on new, relocated, or adjusted utilities. Both public and private utility organizations may be doing utility installations within the area. The proposed construction work must be coordinated with these utility installations. The Contractor shall coordinate his work with other contractors who may be working in the project area and cooperate with them. The types and timing of known utility relocation work is shown on the CS sheets, sheets C-08 and C-09, and sheet SF -02. (******) 1-07.17(3) Potholing and Resolution of Utility Conflicts 1-07.17(3)A Description The Contractor shall pothole utilities as directed by the Engineer to determine the horizontal and vertical location of existing utilities in advance of the Contractor's operations and make changes to existing utilities in order to resolve conflicts. Potholing 186 Special Provisions and other work to resolve utility conflicts shall be provided by the Contractor and paid by the City at the following locations: • For potholing locations noted on the Plans; • For unidentified utilities found during construction that the Engineer determines may interfere with the Contractor's operations. • To provide additional information on utility locations not available during the design of the project at locations identified by the Engineer. • At locations identified by the Contractor when determined to be necessary to prevent potential substantial delays in the project's construction and approved by the Engineer. Potholing will not be paid by the Contracting Agency when done solely for the Contractor's benefit. These pothole locations include: • As a means of coordinating identified utility locations shown in the Plans or identified in these specifications. • When done at the request of a utility entity unless approved by the Engineer. • To determine the exact vertical or horizontal location of utilities in advance of the Contractor's excavation operations which are not likely to conflict with the final improvements to be installed. 1-07.17(3)C Payment "Miscellaneous Force Account Work", by force account. All costs of potholing and other utility conflict resolution work will be paid for by force account as specified in Section 1-09.6. To provide a common Proposal for all Bidders, the Contracting Agency has estimated the amount of force account for "Miscellaneous Force Account Work" and has entered the amount in the Proposal to become a part of the total Bid by the Contractor. 1-07.18 Public Liability and Property Damage Insurance Delete this section in its entirety, and replace it with the following: 1-07.18 Insurance (May 10, 2006 APWA GSP) 1-07.18(1) General Requirements A. The Contractor shall obtain the insurance described in this section from insurers approved by the State Insurance Commissioner pursuant to RCW Title 48. The insurance must be provided by an insurer with a rating of A-: VII or higher in the A.M. Best's Key Rating Guide, which is licensed to do business in the state of Washington (or issued as a surplus line by a Washington Surplus lines broker). The Contracting Agency reserves the right to approve or reject the insurance provided, based on the insurer (including financial condition), terms and coverage, the Certificate of Insurance, and/or endorsements. 187 Special Provisions B. The Contractor shall keep this insurance in force during the term of the contract and for thirty (30) days after the Physical Completion date, unless otherwise indicated (see C. below). C. If any insurance policy is written on a claims made form, its retroactive date, and that of all subsequent renewals, shall be no later than the effective date of this Contract. The policy shall state that coverage is claims made, and state the retroactive date. Claims -made form coverage shall be maintained by the Contractor for a minimum of 36 months following the Final Completion or earlier termination of this contract, and the Contractor shall annually provide the Contracting Agency with proof of renewal. If renewal of the claims made form of coverage becomes unavailable, or economically prohibitive, the Contractor shall purchase an extended reporting period ("tail") or execute another form of guarantee acceptable to the Contracting Agency to assure financial responsibility for liability for services performed. D. The insurance policies shall contain a "cross liability" provision. E. The Contractor's and all subcontractors' insurance coverage shall be primary and non-contributory insurance as respects the Contracting Agency's insurance, self- insurance, or insurance pool coverage. F. All insurance policies and Certificates of Insurance shall include a requirement providing for a minimum of 30 days prior written notice to the Contracting Agency of any cancellation in any insurance policy. G. Upon request, the Contractor shall forward to the Contracting Agency a full and certified copy of the insurance policy(s). H. The Contractor shall not begin work under the contract until the required insurance has been obtained and approved by the Contracting Agency. I. Failure on the part of the Contractor to maintain the insurance as required shall constitute a material breach of contract, upon which the Contracting Agency may, after giving five business days notice to the Contractor to correct the breach, immediately terminate the contract or, at its discretion, procure or renew such insurance and pay any and all premiums in connection therewith, with any sums so expended to be repaid to the Contracting Agency on demand, or at the sole discretion of the Contracting Agency, offset against funds due the Contractor from the Contracting Agency. J. All costs for insurance shall be incidental to and included in the unit or lump sum prices of the contract and no additional payment will be made. 1-07.18(2) Additional Insured All insurance policies, with the exception of Professional Liability and Workers Compensation, shall name the following listed entities as additional insured(s): ■ the Contracting Agency and its officers, elected officials, employees, agents, and volunteers The above -listed entities shall be additional insured(s) for the full available limits of liability maintained by the Contractor, whether primary, excess, contingent or otherwise, irrespective of whether such limits maintained by the Contractor are greater than those required by this Contract, and irrespective of whether the Certificate of Insurance 188 Special Provisions provided by the Contractor pursuant to 1-07.18(3) describes limits lower than those maintained by the Contractor. 1-07.18(3) Subcontractors Contractor shall ensure that each subcontractor of every tier obtains and maintains at a minimum the insurance coverages listed in 1-07.18(5)A and 1-07.18(5)B. Upon request of the Contracting Agency, the Contractor shall provide evidence of such insurance. 1-07.18(4) Evidence of Insurance The Contractor shall deliver to the Contracting Agency a Certificate(s) of Insurance and endorsements for each policy of insurance meeting the requirements set forth herein when the Contractor delivers the signed Contract for the work. The certificate and endorsements must conform to the following requirements: 1. An ACORD certificate or a form determined by the Contracting Agency to be equivalent. 2. Copies of all endorsements naming Contracting Agency and all other entities listed in 1-07.18(2) as Additional Insured(s), showing the policy number. The Contractor may submit a copy of any blanket additional insured clause from its policies instead of a separate endorsement. A statement of additional insured status on an ACORD Certificate of Insurance shall not satisfy this requirement. 3. Any other amendatory endorsements to show the coverage required herein. 1-07.18(5) Coverages and Limits The insurance shall provide the minimum coverages and limits set forth below. Providing coverage in these stated minimum limits shall not be construed to relieve the Contractor from liability in excess of such limits. All deductibles and self-insured retentions must be disclosed and are subject to approval by the Contracting Agency. The cost of any claim payments falling within the deductible shall be the responsibility of the Contractor. 1-07.18(5)A Commercial General Liability A policy of Commercial General Liability Insurance, including: Per project aggregate Premises/Operations Liability Products/Completed Operations — for a period of one year following final acceptance of the work. Personal/Advertising Injury Contractual Liability Independent Contractors Liability Stop Gap / Employers' Liability Explosion, Collapse, or Underground Property Damage (XCU) Blasting (only required when the Contractor's work under this Contract includes exposures to which this specified coverage responds) 189 Special Provisions Such policy must provide the following minimum limits: $1,000,000 Each Occurrence $2,000,000 General Aggregate $1,000,000 Products & Completed Operations Aggregate $1,000,000 Personal & Advertising Injury, each offence Stop Gap / Employers' Liability $1,000,000 Each Accident $1,000,000 Disease - Policy Limit $1,000,000 Disease - Each Employee 1-07.18(5)B Automobile Liability Automobile Liability for owned, non -owned, hired, and leased vehicles, with an MCS 90 endorsement and a CA 9948 endorsement attached if "pollutants" are to be transported. Such policy(ies) must provide the following minimum limit: $1,000,000 combined single limit 1-07.18(5)C Workers' Compensation The Contractor shall comply with Workers' Compensation coverage as required by the Industrial Insurance laws of the state of Washington. (August 7, 2006) . Relations With Railroad Railroad Company, as used in the following specifications, shall be the railroad company or companies, or railway company or companies specified in these Special Provisions. The following provisions, though referring to a single Railroad Company, shall be applicable to each of the following railroad companies or railway companies: BNSF Railway Company Protection of Railroad Property The Contractor shall exercise care in all operations and shall, at the Contractor's expense, protect the property of the Railroad Company and the Company's appurtenances, property in its custody, or persons lawfully upon its right of way, from damage, destruction, interference or injury caused by the Contractor's operations. The Contractor shall prosecute the work to not interfere with the Railroad Company or its appurtenances, or any of the Railroad Company's trains or facilities, and shall complete the work to a condition that shall not interfere with or menace the integrity or safe and successful operations of the Railroad Company or its appurtenances, or any of the Railroad Company's trains or facilities. The Contractor shall not transport equipment, machinery, or materials across the Railroad Company's tracks, except at a public crossing, without the written consent of the Railroad Company. 190 Special Provisions The Contractor shall keep the right of way and ditches of the Railroad Company open and clean from any deposits or debris resulting from its operations. The Contractor shall be responsible for the cost to clean and restore ballast of the Railroad Company which is disturbed or becomes fouled with dirt or materials when such deposits or damage result from the Contractor's operations, except as provided elsewhere. The Contractor's work shall be conducted in such a manner that there will be a minimum of interference with the operation of railroad traffic. The Railroad Company will specify what periods will be allowed the Contractor for executing any part of the work in which the Railroad Company's tracks will be obstructed or made unsafe for operation of railroad traffic. In the event that an emergency occurs in connection with the work specified, the Railroad Company reservesthe right to do any and all work that may be necessary to maintain railroad traffic. If the emergency is caused by the Contractor, the Contractor shall pay the Railroad Company for the cost of such emergency work. Protective services to protect the Railroad Company's facilities, property, and movement of its trains or engines, including railroad flagging and other devices, may be required by the Railroad Company as a result of the Contractor's operations. The nature and extent of protective services, personnel and other measures required will in all cases be determined by the Railroad Company. Nothing in these specifications will limit the Railroad Company's right to determine and assign the number of personnel, the classes of personnel for protective services, nor other protective measures it deems necessary. When, in the opinion of the Railroad Company, the services of flaggers or security personnel are necessary for the protection of the Railroad Company's facilities by reason of the Contractor's operations, the Railroad Company will furnish such flaggers or security personnel as may be required. The Contractor shall notify the Railroad Company a minimum of thirty (30) calendar days in advance of whenever the Contractor is about to perform work adjacent to the tracks to enable the Railroad Company to provide flagging or other protective service. The Railroad Company's contact is: Andy Vulgas, 602 West 3`d, Ellensburg, WA, 98926, (206) 625-6880 (office), (503) 799-4042 (cell), (509) 350-3200 (Nextel), andy.vulgas@bnsf.com No act of the Railroad Company in .supervising or approving any work shall reduce or in any way affect the liability of the Contractor for damages, expense, or cost which may result to the Railroad Company from the construction of this Contract. Unless otherwise provided, all personnel assigned by the Railroad Company, other than those engaged in performing work by the Railroad Company as 191 Special Provisions listed under Construction Work by Railroad Company, will be considered protective personnel. In general, the Railroad Company will furnish protective services: a. For any excavation below the elevation of the track subgrade, if in the opinion of the Railroad Company's representative, the track or other railroad facilities may be subject to settlement or movement. For all work over or adjacent to the track if, in the opinion of the Railroad Company's representative, said work represents a hazard to the Railroad Company. b. During any clearing, grubbing, grading, or blasting in proximity to the facilities, which in the opinion of the Railroad Company's representative, may endanger or interfere with railroad facilities or operations. c. When any of the Contractor's operations take place within or near railroad right of way and, in the opinion of the Railroad Company's representative, could endanger railroad facilities or create a hazard to railroad operations. Communications Linemen or Signalmen may be used to protect communications and signal facilities, if deemed necessary by the Railroad Company. There will be no cost to the Contractor for the railroad protective services unless such services result from the Contractor's failure to comply with the terms and conditions of its contract with the Contracting 'Agency or with its Contractor's Right of Entry Agreements with the Railroad Companies. Construction Work by Railroad Company The work by the Railroad Company as described below will be performed by the Railroad Company with its own forces at no cost to the Contractor: (a) Construction of the Shoofly, including grading work; (b) Procurement of materials, equipment and supplies necessary for the railroad work; (c) Preliminary engineering, design, and contract preparation excluding the structure and Shoofly that have been designed by the Agency's contractors; (d) Furnishing flagging services as required, including furnishing, installing, maintaining, removing, and reinstalling a temporary private crossing(s) of the track for the Contractor's use; (e) Furnishing engineering and inspection as required in connection with the construction of the Project; (f) Removal of the existing Lincoln Avenue at -grade crossing, including removal of the automatic warning devices, and obliteration of the 192 Special Provisions (g) crossing between the rails and two feet outside thereof after closure of Lincoln Avenue to the public by the City; Providing a contract project coordinator to serve as- a project manager for the Project; (h) Removal and replacement of approximately 100' of main track as required to build the structure; (1) Associated signal and track work required for installation of the bridge structure. This signal work, in addition to that in (f) above, includes, but is not limited to, work on the wayside signal `'systems, installing a new westbound signal at Martin Luther King, Jr. Blvd., and removal of same after traffic is re-established to Lincoln. All work which is performed by the Railroad Company at the Contractor's request and which is for the Contractor's benefit or convenience shall be at the Contractor's expense and the Contractor shall reimburse the Railroad Company for all costs for such work. The Contractor shall cooperate with the Railroad Company and so conduct operations that the necessary reconstruction of its facilities and the removal of existing facilities can be accomplished without interruption of service. Railroad Protective Liability Insurance The Contractor shall protect the Railroad Company and any other railroad company occupying or using the Railroad Company's rights of way or lines of railroad against all loss and damages arising fromactivities of the Contractor or the Contractor's forces or any of the Contractor's subcontractors or agents. The Contractor shall furnish for each Railroad Company the original and three certified copies of a Railroad Protective Liability Insurance Policy, naming the Railroad Company as the insured and providing for protection to the Railroad Company in the manner and form described in the Railroad Protective Liability Form as set forth below. Said insurance shall be executed by a corporation qualified to write insurance in the State of Washington in form and substance satisfactory to the Railroad Company and shall be delivered to the Engineer. The Engineer will submit the insurance to the Railroad Company for its approval. The Contractor shall not enter upon or use the Railroad Company's property until notified by the Engineer of the Railroad Company's approval. The various blank sections of the Railroad Protective Liability Form shall contain the following information: Named Insured: BNSF Railway Company 2650 Lou Menk Drive Fort Worth, TX 76131-2830 193 Special Provisions Limits of Liability: The combined single limit of the insurance company's liability under this policy to the insured shall be not less than $2,000,000 for all damages arising out of bodily injuries to or death of any person or persons and for all damages arising out of loss or destruction of or injury or damage to property in any one occurrence and $4,000,000 aggregate during the policy period. Said insurance policy executed by a corporation qualified to write the same in the State of Washington, shall be in form and substance satisfactory to the Railroad Company and shall be delivered to and approved by the Railroad Company prior to the entry upon or use of its property by the Contractor. All insurance specified above shall be carried until the physical completion date of the contract as described in Section 1-08.5 except as stated herein. When all the work involving construction activities within or immediately adjacent to the railroad right of way is completed, the Contractor may make a written request to the Engineer to be relieved of the responsibility to continue all or part of the insurance specified above. If the Engineer deems the portion of the work in that area is complete, the Engineer may approve the Contractor's request. However, if for any reason the Contractor resumes or starts any new work in that area (including being ordered to do so by the Engineer), the insurance shall be reinstated by the Contractor before the work is started. If the insurance must be reinstated because of the Contractor's operations or failure of the Contractor to perform all the contract requirements, the costs shall be the responsibility of the Contractor. If the insurance must be reinstated because of changes to the contract, the costs will be considered in accordance with Section 1-04.4. Other Insurance Requirements As specified in the "Agreement Between BNSF Railway Company and the Contractor" contained in the appendices. Commercial General Liability Insurance A certificate of insurance providing proof of said Insurance, executed by a corporation qualified to write the same in the State of Washington, in form and substance satisfactory to the Railroad Company, shall be delivered to and approved by the Railroad Company prior to the entry upon or use of the Railroad Company's property by the Contractor. (August 7, 2006) Contractor's Right of Entry and Insurance Requirements - BNSF No work shall commence within BNSF Railway Company (BNSF) right of way until the Contractor has executed, delivered, and received in return the fully executed Contractor's Right -of -Entry Agreement from BNSF, and has obtained all of the insurance required by the Railroad. All work within BNSF's right of way shall be in accordance with BNSF's Contractor Requirements and the Contractor's Right of Entry Agreement (See Appendices). 194 Special Provisions The Contractor, its subcontractors or agents, shall at its own expense, obtain and maintain in force all insurance required by BNSF until the completion date of the contract as described in Section 1-08.5 except as stated herein. When all the work involving construction activities within or immediately adjacent to the Railroad right of way is completed, the Contractor may make a written request to the Engineer to be relieved of the responsibility to continue the insurance required by BNSF. If the Engineer deems the portion of the work in that area is complete, the Engineer may approve the Contractor's request. However, if for any reason the Contractor resumes or starts any new work in that area (including being ordered to do so by the Engineer), the insurance shall be reinstated by the Contractor before the work is started. If the insurance must be reinstated because of the Contractor's activities or failure of the Contractor to perform all the contract requirements, the costs shall be the responsibility of the Contractor. If the insurance must be reinstated because of changes to the contract, the costs will be considered in accordance with Section 1-04.4. (******) In addition to the above, the Contractor must also comply with the following requirements: 1.011 General • 1.01.01 The Contractor must cooperate with BNSF RAILWAY COMPANY, hereinafter referred to as "Railway" where work is over or under, on or adjacent to Railway property and/or right-of-way, hereafter referred to as "Railway Property", during the construction of the Lincoln Avenue Underpass. • 1.01.02 The Contractor must execute and deliver to the Railway duplicate copies of the Exhibit "C-1" Agreement, in the form attached hereto, obligating the Contractor to provide and maintain in full force and effect the insurance called for under Section 3 of said Exhibit "C-1". Questions regarding procurement of the Railroad Protective Liability Insurance should be directed to Rosa Martinez at Marsh, USA, 214-303- 8519. • 1.01.03 The Contractor must plan, schedule and conduct all work activities so as not to interfere with the movement of any trains on Railway Property. • 1.01.04 The Contractor's right to enter Railway's Property is subject, to the absolute right of Railway to cause the Contractor's work on Railway's Property to cease if, in the opinion of Railway, Contractor's activities create a hazard to Railway's Property, employees, and/or operations. • 1.01.05 The Contractor is responsible for determining and complying with all Federal, State and Local Governmental laws and regulations, including, but not limited to environmental laws and regulations (including but not limited to the Resource Conservation and Recovery Act, as amended; the Clean Water Act, the Oil Pollution Act, the Hazardous Materials Transportation Act, CERCLA), and health and safety laws and regulations. The Contractor hereby indemnifies, defends and holds harmless Railway for, from and against all fines or penalties imposed or assessed by Federal, State and Local Governmental Agencies against the Railway which arise out of Contractor's work under this Agreement. 195 Special Provisions • 1.01.06 The Contractor must notify City of Yakima at (509) 575-6111 and Railway's Manager Public Projects, telephone number 206-625-6152 at least thirty (30) calendar days before commencing any work on Railway Property. Contractors' notification to Railway must refer to Railroad's file #099163K. • 1.01.07 For any falsework above any tracks or any excavations located, whichever is greater, within twenty-five (25) feet of the nearest track or intersecting a slope from the plane of the top of rail on a 1 1 horizontal to 1 vertical slope beginning at eleven (11) feet from centerline of the nearest track, both measured perpendicular to center line of track, the Contractor must furnish the Railway five sets of working drawings showing details of construction. affecting Railway Property and tracks. The working drawing must include the proposed method of installation and removal of falsework, shoring or cribbing, not included in the contract plans and two sets of structural calculations of any falsework, shoring or cribbing. All calculations must take into consideration railway surcharge loading and must be designed to meet American Railway Engineering and Maintenance -of -Way Association (previously known as American Railway Engineering Association) Coopers E-80 live loading standard. All drawings and calculations must be stamped by a registered professional engineer licensed to practice in the state the project is located. The Contractor must not begin work until notified by the Railway that plans have been approved. The Contractor will be required to use lifting devices such as, cranes and/or winches to place or to remove any falsework over Railway's tracks. In no case will the Contractor be relieved of responsibility for results obtained by the implementation of said approved plans. • 1.01.08 Subject to the movement of Railway's trains, Railway will cooperate with the Contractor such that the work may be handled and performed in an efficient manner. The Contractor will have no claim whatsoever for any type of damages or for extra or additional compensation in the event his work is delayed by the Railway. • 1.01.09 Contractor must perform all work in a manner that will not endanger or interfere with the safe and timely operations of BNSF and its facilities. • 1.01.10 All work performed within the limits of BNSF's right-of-way must be performed in a good and workmanlike manner in accordance with the plans and specifications approved by BNSF. • 1.01.11 Changes or modifications during construction that affect safety or BNSF operations will be subject to BNSF's approval. 1.01.12 Contractor shall give BNSF six (6) weeks advance notice of the proposed times and dates for work windows. BNSF and Contractor will establish mutually agreeable work windows for the project. • 1.01.13 BNSF will have the right to stop construction work on the Project if any of the following events take place: (i) Contractor performs the Project work in a manner contrary to the plans and specifications approved by BNSF; (ii) Contractor, in BNSF's opinion, prosecutes the Project work in a manner which is hazardous to BNSF property, facilities or the safe and expeditious movement of railroad traffic; or (iii) the insurance described in the attached Exhibit C-1 is canceled during the course of the Project. The work stoppage will continue until all necessary actions are taken by the Contractor to rectify the situation to the satisfaction of BNSF's Division Engineer or 196 Special Provisions until additional insurance has been delivered to and accepted by BNSF. Any such work stoppage under this provision will not give rise to any liability on the part of BNSF. BNSF's right to stop the work is in addition to any other rights BNSF may have including, but not limited to, actions or suits for damages or lost profits. 1.02 Contractor Safety Orientation • 1.02.01 No employee of the Contractor, its subcontractors, agents or invitees may enter Railway Property without first having completed Railway's Engineering Contractor Safety Orientation, found on the web site www.contractororientation.com. The Contractor must ensure that each of its employees, subcontractors, agents or invitees completes Railway's Engineering Contractor Safety Orientation through internet sessions before any work is performed on the Project. Additionally, the Contractor must ensure that each and every one of its employees, subcontractors, agents or invitees possesses a card certifying completion of the Railway Contractor Safety Orientation before entering Railway Property. The Contractor is responsible for the cost of the Railway Contractor Safety Orientation. The Contractor must renew the Railway Contractor Safety Orientation annually. Further clarification can be found on the web site or from the Railway's Representative. 1.03 Railway Requirements • 1.03.01 The Contractor must take protective measures as are necessary to keep railway facilities, including track ballast, free of sand, debris, and other foreign objects and materials resulting from his operations. Any damage to railway facilities resulting from Contractor's operations will be repaired or replaced by Railway and the cost of such repairs or replacement must be paid for by the Contractor. • 1.03.02 The Contractor must notify the Railway's Division Superintendent at 509- 546-3252 and provide blasting plans to the Railway for review seven (7) calendar days prior to conducting any blasting operations adjacent to or on Railway's Property. • 1.03.03 The Contractor must abide by the following temporary clearances during construction: • 15' Horizontally from centerline of nearest track • 21'-6" Vertically above top of rail • 27'-0" Vertically above top of rail for electric wires carrying less than 750 volts • 28'-0" Vertically above top of rail for electric wires carrying 750 volts to 15,000 volts • 30'-0" Vertically above top of rail for electric wires carrying 15,000 volts to 20,000 volts • 34'-0" Vertically above top of rail for electric wires carrying more than 20,000 volts 197 Special Provisions • 1.03.04 Upon maintained: • 25' • 23'-3'/2" completion of construction, the following clearances shall be Horizontally from centerline of nearest track Vertically above top of rail • 1.03.05 Any infringement within State statutory clearances due to the Contractor's operations must be submitted to the Railway and to City of Yakima and must not be undertaken until approved in writing by the Railway, and until the City of Yakima has obtained any necessary authorization from the State Regulatory Authority for the infringement. No extra compensation will be allowed in the event the Contractor's work is delayed pending Railway approval, and/or the State Regulatory Authority's approval. • 1.03.06 In the case of impaired vertical clearance above top of rail, Railway will have the option of installing tell -tales or other protective devices Railway deems necessary for protection of Railway operations. The cost of tell -tales or protective devices will be borne by the Contractor. • 1.03.07 The details of construction affecting the Railway's Property and tracks not included in the contract plans must be submitted to the Railway by the Contractor for approval before work is undertaken and this work must not be undertaken until approved by the Railway. • 1.03.08 At other than public road crossings, the Contractor must have a "Temporary Private Crossing Agreement" in order to move any equipment or materials across Railway's tracks. Upon completion of the "Application for Private Crossing", BNSF will grant the Contractor one temporary private crossing for use by the Contractor for the duration of the project allowing the Contractor to move equipment or materials across the Railway's tracks. If the Contractor wants more than one temporary private crossing, he must obtain an additional "Temporary Private Crossing Agreement(s)" from the Railway for those crossings. Approvals of additional crossings are at the discretion of BNSF and their approval should not be assumed. The temporary crossing(s) must be gated and locked at all times when not required for use by the Contractor. The first temporary crossing for use by the Contractor will be furnished, installed, maintained, removed, and re -installed by BNSF at the City's expense. Any additional crossings will also be .furnished, installed, maintained, removed, and re -installed by BNSF, but they will be at the Contractor's expense. Immediately following award of the contract, the Contractor shall complete the "Application for Private Crossing" contained in the Appendices and send it to: Julie Alexander Sr. Contract Specialist Jones Lang LaSalle 3017 Lou Menk Drive, Suite 100 Fort Worth, Texas 76131-2800 tel + 1 817-230 2633 fax: + 1 312-470-5214 Julie.Alexander@am.111.com 198 Special Provisions • 1.03.09 Discharge, release or spill on the Railway Property of any hazardous substances, oil, petroleum, constituents, pollutants, contaminants, or any hazardous waste is prohibited and Contractor must immediately notify the Railway's Resource Operations Center at 1(800) 832-5452, of any discharge, release or spills in excess of a reportable quantity. Contractor must not allow Railway Property to become a treatment, storage or transfer facility as those terms are defined in the Resource Conservation and Recovery Act or any state analogue. • 1.03.10 The Contractor upon completion of the work covered by this contract, must promptly remove from the Railway's Property all of Contractor's tools, equipment, implements and other materials, whether brought upon said property by said Contractor or any Subcontractor, employee or agent of Contractor or of any Subcontractor, and must cause Railway's Property to be left in a condition acceptable to the Railway's representative. • 1.03.11 Contractor shall have a background investigation performed on all of its ernployees, subcontractors and agents who will be performing any services on railroad property under this Agreement. The background screening shall at a minimum meet the criteria defined by the e-RAILSAFE program outlined at http://www.e-railsafe.com in addition to any other applicable regulatory requirements. The e-RAILSAFE program uses rail industry background screening standards. Contractor shall obtain consent from all employees screened in compliance with the e-RAILSAFE program criteria to release completed background information to BNSF. Contractor shall be subject to periodic audit to ensure compliance. Contractor shall not permit any of its employees, subcontractors or agents to perform services on property hereunder who are not approved under e-RAILSAFE program standards. Railroad shall have the right to deny entry onto its premises to any of Contractor's ernployees, subcontractors or agents who do not display the authorized identification badge issued by a background screening service meeting the standards set forth for the e-RAILSAFE program or who pose a threat, in Railroad's reasonable opinion, to the safety or security of Railroad's operations. Contractors shall ensure its ernployees, subcontractors and agents are United States citizens or legally working in this country under a work VISA. 1.04 Contractor Roadway Worker on Track Safety Program and Safety Action Plan • 1.04.01 Each Contractor that will perform work within 25 feet of the centerline of a track must develop and implement a Roadway Worker Protection/On Track Safety Program and work with Railway Project Representative to develop an on track safety strategy as described in the guidelines listed in the on track safety portion of the Safety Orientation. This Program must provide Roadway Worker protection/on track training for all employees of the Contractor, its subcontractors, agents or invitees. This training is reinforced at the job site through job safety briefings. Additionally, each Contractor must develop and implement the Safety Action Plan, as provided for on the web site www.contractororientation.com, which will be made available to Railway prior to commencement of any work on Railway Property. During the performance of work, the Contractor must audit its work activities. The Contractor must designate an on-site Project Supervisor who will serve as the contact person for the Railway and who will maintain a copy of the Safety Action Plan, safety audits, and Material Safety Datasheets (MSDS), at the job site. 199 Special Provisions 1.05 Protection of Railway Facilities and Railway Flagger Services: • 1.05.01 The Contractor must give Railway's Roadmaster (telephone 206-625-6880) a minimum of thirty (30) calendar days advance notice when flagging services will be required so that the Roadmaster can make appropriate arrangements (i.e., bulletin the flagger's position). If flagging services are scheduled in advance by the Contractor and it is subsequently determined by the parties hereto that such services are no longer necessary, the Contractor must give the Roadmaster five (5) working days advance notice so that appropriate arrangements can be made to abolish the position pursuant to union requirements. • 1.05.02 Unless determined otherwise by Railway's Project Representative, Railway flagger and protective services and devices will be required and furnished when Contractor's work activities are located over, under and/or within twenty-five. (25) feet measured horizontally from centerline of the nearest track and when cranes or similar equipment positioned beyond 25 feet from the track centerline could foul the track in the event of tip over or other catastrophic occurrence, but not limited thereto for the following conditions: • 1.05.02a When in the opinion of the Railway's Representative it is necessary to safeguard Railway's Property, employees, trains, engines and facilities. • 1.05.02b When any excavation is performed below the bottom of tie elevation, if, in the opinion of Railway's representative, track or other Railway facilities may be subject to movement or settlement. • 1.05.02c When work in any way interferes with the safe operation of trains at timetable speeds. • 1.05.02d When any hazard is presented to Railway track, communications, signal, electrical, or other facilitieseither due to persons, material, equipment or blasting in the vicinity. • 1.05.02e Special permission must be obtained from the Railway before moving heavy or cumbersome objects or equipment which might result in making the track impassable. • 1.05.02f Whenever the temporary private crossing is in use by the Contractor. When not in use by the Contractor, the temporary private crossing must be gated and locked at all times. • 1.05.03 Flagging services will be performed by qualified Railway flaggers. • 1.05.03a Flagging crew generally consists of one employee. However, additional personnel may be required to protect Railway Property and operations, if deemed necessary by the Railways Representative. • 1.05.03b Each time a flagger is called, the minimum period for billing will be the eight (8) hour basic day. • 1.05.03c The cost of flagger services provided by the Railway, when deemed necessary by the Railway's representative, will be borne by the Contractor. The 200 Special Provisions estimated cost for one (1) flagger is $800.00 for an eight (8) hour basic day with time and one-half or double time for overtime, rest days and holidays. The estimated cost for each flagger includes vacation allowance, paid holidays, Railway and unemployment insurance, public liability and property damage insurance, health and welfare benefits, transportation, meals, lodging and supervision. Negotiations for Railway labor or collective bargaining agreements and rate changes authorized by appropriate Federal authorities may increase actual or estimated flagging rates. The flagging rate in effect at the time of performance by the Contractor hereunder will be used to calculate the actual costs of flagging pursuant to this paragraph. • 11.05.03d The average train traffic on this route is 7 freight trains per 24-hour period at a timetable speed 25 MPH and 0 passenger trains at a timetable speed of 0 MPH. 1.06 Contractor General Safety Requirements • 11.06.01 Work in the proximity of railway track(s) is potentially hazardous where movement of trains and equipment can occur at any time and in any direction. All work performed by contractors within 25 feet of any track must be in compliance with FRA Roadway Worker Protection Regulations. • 11.06.02 Before beginning any task on Railway Property, a thorough job safety briefing must be conducted with all personnel involved with the task and repeated when the personnel or task changes. If the task is within 25 feet of any track, the job briefing must include the Railway's flagger, as applicable, and include the procedures the Contractor will use to protect its employees, subcontractors, agents or invitees from moving any equipment adjacent to or across any Railway track(s). • 11.06.03 Workers must not work within 25 feet of the centerline of any track without an on track safety strategy approved by the Railway's Project Representative. When authority is provided, every contractor employee must know: (1) who the Railway flagger is, and how to contact the flagger, (2) limits of the authority, (3) the method of communication to stop and resume work, and (4) location of the designated places of safety. Persons or equipment entering flag/work limits that were not previously .job briefed, must notify the flagger immediately, and be given a job briefing when working within 25 feet of the center line of track. • 1.06.04 When Contractor employees are required to work on the Railway Property after normal working hours or on weekends, the Railroad's representative in charge of the project must be notified. A minimum of two employees must be present at all times. • 1.06.05 Any employees, agents or invitees of Contractor or its subcontractors under suspicion of being under the influence of drugs or alcohol, or in the possession of same, will be removed from the Railway's Property and subsequently released to the custody of a representative of Contractor management. Future access to the Railway's Property by that employee will be denied. • 1.06.06 Any damage to Railway Property, or any hazard noticed on passing trains must be reported immediately to the Railway's representative in charge of the project. Any vehicle or machine which may come in contact with track, signal equipment, or structure (bridge) and could result in a train derailment must be reported immediately to the Railway representative in charge of the project and to 201 Special Provisions the Railway's Resource Operations Center at 1(800) 832-5452. Local emergency numbers are to be obtained from the Railway representative in charge of the project prior to the start of any work and must be posted at the job site. • 1.06.07 For safety reasons, all persons are prohibited from having pocket knives, firearms or other deadly weapons in their possession while working on Railway's Property. • 1.06.08 All personnel protective equipment (PPE) used on Railway Property must meet applicable OSHA and ANSI specifications. Current Railway personnel protective equipment requirements are listed on the web site, www.contractororientation.com, however, a partial list of the requirements include: a) safety glasses with permanently affixed side shields (no yellow lenses); b) hard hats c) safety shoe with: hardened toes, above -the -ankle lace -up and a defined heel; and d) high visibility retro -reflective work wear. The Railroad's representative in charge of the project is to be contacted regarding local specifications for meeting requirements relating to .hi -visibility work wear. Hearing protection, fall protection, gloves, and respirators must be worn as required by State and Federal regulations. (NOTE — Should there be a discrepancy between the information contained on the web site and the information in this paragraph, the web site will govern.) • 1.06.09 THE CONTRACTOR MUST NOT PILE OR STORE ANY MATERIALS, MACHINERY OR EQUIPMENT CLOSER THAN 25'-0" TO THE CENTER LINE OF THE NEAREST RAILWAY TRACK. MATERIALS, MACHINERY OR EQUIPMENT MUST NOT BE STORED OR LEFT WITHIN 250 FEET OF ANY HIGHWAY/RAIL AT -GRADE CROSSINGS, WHERE STORAGE OF THE SAME WILL OBSTRUCT THE VIEW OF A TRAIN APPROACHING THE CROSSING. PRIOR TO BEGINNING WORK, THE CONTRACTOR MUST ESTABLISH A STORAGE AREA WITH CONCURRENCE OF THE RAILROAD'S REPRESENTATIVE. • 1.06.10 Machines or vehicles must not be left unattended with the engine running. Parked machines or equipment must be in gear with brakes set and if equipped with blade, pan or bucket, they must be lowered to the ground. All machinery and equipment left unattended on Railway's Property must be left inoperable and secured against movement. (See internet Engineering Contractor Safety Orientation program for more detailed specifications) • 1.06.11 Workers must not create and leave any conditions at the work site that would interfere with water drainage. Any work performed over water must meet all Federal, State and Local regulations. • 1.06.12 All power line wires must be considered dangerous and of high voltage unless informed to the contrary by proper authority. For all power lines the minimum clearance between the Tines and any part of the equipment or load must be; 200 KV or below - 15 feet; 200 to 350 KV - 20 feet; 350 to 500 KV - 25 feet; 500 to 750 KV - 35 feet; and 750 to 1000 KV - 45 feet. If capacity of the line is not known, a minimum clearance of 45 feet must be maintained. A person must be designated to observe clearance of the equipment and give a timely warning for all operations where it is difficult for an operator to maintain the desired clearance by visual means. 202 Special Provisions 1.07 Excavation • 1.07.01 Before excavating, the Contractor must determine whether any underground pipe lines, electric wires, or cables, including fiber optic cable systems are present and located within the Project work area. The Contractor must determine whether excavation on Railway's Property could cause damage to buried cables resulting in delay to Railway traffic and disruption of service to users. Delays and disruptions to service may cause business interruptions involving loss of revenue and profits. Before commencing excavation, the Contractor must contact BNSF's Field Engineering Representative (206-625-6189). All underground and overhead wires will be considered HIGH VOLTAGE and dangerous until verified with the company having ownership of the line. It is the Contractor's responsibility to notify any other companies that have underground utilities in the area and arrange for the location of all underground utilities before excavating. • 1.07.02 The Contractor must cease all work and notify the Railway immediately before continuing excavation in the area if obstructions are encountered which do not appear on drawings. If the obstruction is a utility and the owner of the utility can be identified, then the Contractor must also notify the owner immediately. If there is any doubt about the location of underground cables or lines of any kind, no work must be performed until the exact location has been determined. There will be no exceptions to these instructions. • 1.07.03 All excavations must be conducted in compliance with applicable OSHA regulations and, regardless of depth, must be shored where there is any danger to tracks, structures or personnel. • 1.07.04 Any excavations, holes or trenches on the Railway's Property must be covered, guarded and/or protected when not being worked on. When leaving work site areas at night and over weekends, the areas must be secured and left in a condition that will ensure that Railway employees and other personnel who may be working or passing through the area are protected from all hazards. All excavations must be back filled as soon as possible. 1.08 Hazardous Waste, Substances and Material Reporting • 1.08.01 If Contractor discovers any hazardous waste, hazardous substance, petroleum or other deleterious material, including but not limited to any noncontainerized commodity or material, on or adjacent to Railway's Property, in or near any surface water, swamp, wetlands or waterways, while performing any work under this Agreement, Contractor must immediately: (a) notify the Railway's Fiesource Operations Center at 1(800) 832-5452, of such discovery: (b) take safeguards necessary to protect its employees, subcontractors, agents and/or third parties: and (c) exercise due care with respect to the release, including the taking of any appropriate measure to minimize the impact of such release. 203 Special Provisions 1.09 Personal Injury Reporting • 1.09.01 The Railway is required to report certain injuries as a part of compliance with Federal Railroad Administration (FRA) reporting requirements. Any personal injury sustained by an employee of the Contractor, subcontractor or Contractor's invitees while on the Railway's Property must be reported immediately (by phone mail if unable to contact in person) to the Railway's representative in charge of the project. The Non -Employee Personal Injury Data Collection Form contained herein is to be completed and sent by Fax to the Railway at 1(817) 352-7595 and to the Railway's Project Representative no later than the close of shift on the date of the inju ry. 204 Special Provisions NON-EMPLOYEE PERSONAL INJURY DATA COLLECTION INFORMATION REQUIRED TO BE COLLECTED PURSUANT TO FEDERAL REGULATION. IT SHOULD BE USED FOR COMPLIANCE WITH FEDERAL REGULATIONS ONLY AND IS NOT INTENDED TO PRESUME ACCEPTANCE OF RESPONSIBILITY OR LIABILITY. 1. Accident City/St 2. Date: Time: City: 3. Temperature: 4. Weather (if non -Railway location) 5. Social Security No.: 6. Name (last, first, mi): 7. Address: Street: City: St Zip: 8. Date of Birth: and/or Age Gender: 9. (a) Injury: (b) Body Part: [i.e. (a) Laceration (b) Hand] 11. Description of Accident (To include location, action, result, etc.): 12. Treatment: First Aid Only Required Medical Treatment Other Medical Treatment 13. Dr. Name 14. Dr. Address: Street, City, State, and Zip 15. Hospital Name: Street, City, State, and Zip 16. Hospital Address: 17. Diagnosis: FAX TO RAILWAY AT (817) 352-7595 AND COPY TO RAILWAY ROADMASTER FAX. 205 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.10 Telecommunication Lines • 1.10.01 The Contractor is placed on notice that fiber optic, communication and other cable lines and systems (collectively, the "Lines") owned by various telecommunications companies may be buried on BNSF's property or right-of- way. The locations of these Lines have been included on the plans based on information from the telecommunications companies. The contractor will be responsible for contacting BNSF's Engineering Representative Rusty Olson (206-625-6189) and/or the telecommunications companies and notifying them of any work that may damage these Lines or facilities and/or interfere with their service. The contractor must also mark all Lines shown on the plans or marked in the field in order to verify their locations. The contractor must also use all reasonable methods when working in the BNSF right-of-way or on BNSF property to determine if any other Lines (fiber optic, cable, communication or otherwise) may exist. • 1.10.02 Failure to mark or identify these Lines will be sufficient cause for BNSF's engineering representative Rusty Olson to stop construction at no cost to the Agency or BNSF until these items are completed. • 1.10.03 In addition to the liability terms contained elsewhere in this Agreement, and subject to the provisions of Section 4.24.115 of the Revised Code of Washington, the contractor shall indemnify and hold BNSF harmless against and from all cost, liability, and expense whatsoever (including, without limitation, attorney's fees and court costs and expenses) arising out of or in any way contributed to by any act or omission of contractor, its subcontractors, agents, and/or employees that cause or in any way or degree contribute to (1) any damage to or destruction of any Lines by contractor and/or its subcontractors, agents and/or employees, on BNSF's property or within BNSF's right-of-way; (2) any injury to or death of any person employed by or on behalf of any telecommunications company, and/or its contractor, agents, and/or employees, on BNSF's property or within BNSF's right-of-way; and/or (3) any claim or cause of action for alleged loss of profits or revenue by, or Toss of service by, a customer or user of such telecommunication company(ies). • 1.10.04 The Contractor will be responsible for the rearrangement of any facilities or Lines determined to interfere with the construction. The Contractor must cooperate fully with any telecommunications company(ies) in performing such rearrangements. 1-07.23 Public Convenience and Safety (April 2, 2007) Work Zone Clear Zone The Work Zone Clear Zone (WZCZ) applies during working and nonworking hours. The WZCZ applies only to temporary roadside objects introduced by the Contractor's operations and does not apply to preexisting conditions or permanent Work. Those work operations that are actively in progress shall be in accordance with adopted and approved Traffic Control Plans, and other contract requirements. 206 Special Provisions During nonworking hours equipment or materials shall not be within the WZCZ unless they are protected by permanent guardrail or temporary concrete barrier. The use of temporary concrete barrier shall be permitted only if the Engineer approves the installation and location. During actual hours of work, unless protected as described above, only materials absolutely necessary to construction shall be within the WZCZ and only construction vehicles absolutely necessary to construction shall be allowed within the WZCZ or allowed to stop or park on the shoulder of the roadway. The Contractor's nonessential vehicles and employees private vehicles shall not be permitted to park within the WZCZ at any time unless protected as described above. Deviation from the above requirements shall not occur unless the Contractor has requested the deviation in writing and the Engineer has provided written approval. Minimum WZCZ distances are measured from the edge of traveled way and will be determined as follows: Posted Speed Distance From Traveled Way (Feet) 35 mph or less 10 40 mph 15 45 to 55 mph 20 60 mph or greater 30 or 2 -feet beyond the outside edge of sidewalk Minimum Work Zone Clear Zone Distance (August 7, 2006) Lane closures are subject to the following restrictions: As shown in the Plans If the Engineer determines the permitted closure hours adversely affect traffic, the Engineer may adjust the hours accordingly. The Engineer will notify the Contractor in writing of any change in the closure hours. No lane closures will be allowed on a holiday or holiday weekend, or after 12:00 PM (noon) on a day prior to a holiday or holiday weekend. Holidays that occur on Friday, Saturday, Sunday or Monday are considered a holiday weekend. (NWR August 21, 2006) In addition, no lane closures will be allowed during the following time periods: Midnight through noon the day following a holiday or holiday weekend. 207 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (NWR March 6, 2000) Construction vehicles using a closed traffic lane shall travel only in the normal direction of traffic flow unless expressly allowed in an approved traffic control plan. Construction vehicles shall be equipped with flashing or rotating amber lights. Work over an open lane of traffic will not be allowed, unless a plan for the protection of the traveling public from debris falling onto the traveled way is approved by the Engineer. This protection shall remain in place during construction and meet minimum vertical clearance for the highway. Controlled Access No special access or egress will be allowed the Contractor other than normal legal movements or as shown in the Plans. (March 6, 2000) Pedestrian Access The Contractor shall keepall pedestrian routes and access points (including sidewalks, and crosswalks when located within the project limits) open and clear at all times unless permitted otherwise by the Engineer in an approved traffic control plan. (NWR February 14, 2005) Signs and Traffic Control Devices All signs and traffic control devices for the permitted closures shall only be installed during the specified hours. Construction signs, if placed earlier than the specified hours of closure, shall be turned or covered so as not to be visible to motorists. Hours of Darkness The Contractor shall, at no additional cost to the Contracting Agency, make all arrangements for operations during hours of darkness. Flagger stations shall be illuminated using a minimum 150 watt floodlight. Lighting used for nighttime work shall, whenever possible, be directed away from, or shielded from, residences and oncoming traffic. (NWR March 6, 2000) Night Work Working at night (10:00 p.m. to 7:00 a.m. weekdays, 10:00 p.m. to 9:00 a.m. weekends and holidays) is not mandated by the Contracting Agency. Should the Contractor schedule project work during the nighttime closure hours allowed below, it shall be the Contractor's responsibility to obtain any required .noise variance or exemption for such work. (NWR March 7, 2005) The Contractor shall, at no additional cost to the Contracting Agency, provide Contractor -hired uniformed officer(s), having jurisdiction in the area, to manually control intersections during signal turn -on. 208 Special Provisions (NWR March 6, 2000) Advance Notification The Contractor shall notify the Engineer in writing 5 working days in advance of any lane closure, sidewalk closure, or both. (NWR March 6, 2000) The Contractor shall notify the Engineer in writing 10 working days in advance of any roadway closure. (NWR March 6, 2000) Public Notification The Contractor shall furnish and install information signs that provide advance notification of a road closure, a minimum of 5 working days prior to the closure. The signs shall have a black legend on a white reflective background. Sign locations, messages, letter sizes, and sign sizes are shown in the Plans. The Contractor shall notify the Washington State Patrol; local fire, police, emergency service, and city engineering departments; Medic 1 and Metro Transit (206-684-2732) when applicable; transit companies; and the affected school district(s) in writing a minimum of 5 working days prior to each closure. The Contractor shall furnish copies of these notifications to the Engineer. 1-07.24 Rights -of -Way (October 1, 2005 APWA GSP) Delete this section in its entirety, and replace it with the following: Street right of way lines, limits of easements, and limits of construction permits are indicated in the Plans. The Contractor's construction activities shall be confined within these limits, unless arrangements for use of private property are made. Generally, the Contracting Agency will have obtained, prior to bid opening, all rights of way and easements, both permanent and temporary, necessary for carrying out the work. Exceptions to this are noted in the Bid Documents or will be brought to the Contractor's attention by a duly issued Addendum. Whenever any of the work is accomplished on or through property other than public right of way, the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements may be included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained by the Engineer. Whenever easements or rights of entry have not been acquired prior to advertising, these areas are so noted in the Plans. The Contractor shall not proceed with any portion of the work in areas where right of way, easements or rights of entry have not been acquired until the Engineer certifies to the Contractor that the right of way or easement is available or that the right of entry has been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry or right of way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. 209 Special Provisions 1 1 1 1 1 1 1 11 1 1 11 1 11 11 11 1 1 Each property owner shall be given 48 hours notice prior to entry by the Contractor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability to the Contracting Agency, any additional land and access thereto that the Contractor may desire for temporary construction facilities, storage of materials, or other Contractor needs. However, before using any private property, whether adjoining the work or not, the Contractor shall file with the Engineer a written permission of the private property owner, and, upon vacating the premises, a written release from the property owner of each property disturbed or otherwise interfered with by reasons of construction pursued under this contract. The statement shall be signed by the private property owner, or proper authority acting for the owner of the private property affected, stating that permission has been granted to use the property and all necessary permits have been obtained or, in the case of a release, that the restoration of the property has been satisfactorily accomplished. The statement shall include the parcel number, address, and date of signature. Written releases must be filed with the Engineer before the Completion Date will be established. 1-08 PROSECUTION AND PROGRESS Add the following new section: 1-08.0 Preliminary Matters (May 25, 2006 APWA GSP) Add the following new section: 1-08.0(1) Preconstruction Conference (October 10, 2008 APWA GSP) Prior to the Contractor beginning the work, a preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The purpose of the preconstruction conference will be: 1. To review the initial progress schedule; 2. To establish a working understanding among the various parties associated or affected by the work; 3. To establish and review procedures for progress payment, notifications, approvals, submittals, etc.; 4. To establish normal working hours for the work; 5. To review safety standards and traffic control; and 6. To discuss such other related items as may be pertinent to the work. The Contractor shall prepare and submit at the preconstruction conference the following: 1. .A breakdown of all lump sum items; 2. A preliminary schedule of working drawing submittals; and 3. A list of material sources for approval if applicable. 210 Special Provisions Add the following new section: 1-08.0(2) Hours of Work (May 25, 2006 APWA GSP) (Except in the case of emergency or unless otherwise approved by the Contracting Agency, the normal straight time working hours for the contract shall be any consecutive 8 -hour period between 7:00 a.m. and 6:00 p.m. of a working day with a maximum 1 -hour lunch break and a 5 -day work week. The normal straight time 8 - hour working period for the contract shall be established at the preconstruction conference or prior to the Contractor commencing the work. If a Contractor desires to perform work on holidays, Saturdays, Sundays, or before 7:00 a.m. or after 6:00 p.m. on any day, the Contractor shall apply in writing to the Engineer for permission to work such times. Permission to work longer than an 8 - hour period between 7:00 a.m. and 6:00 p.m. is not required. Such requests shall be submitted to the Engineer no later than noon on the working day prior to the day for which the Contractor is requesting permission to work. Permission to work between the hours of 10:00 p.m. and 7:00 a.m. during weekdays and between the hours of 10:00 p.m. and 9:00 a.m. on weekends or holidays may also be subject to noise control requirements. Approval to continue work during these hours may be revoked at any time the Contractor exceeds the Contracting Agency's noise control regulations or complaints are received from the public or adjoining property owners regarding the noise from the Contractor's operations. The Contractor shall have no claim for damages or delays should such permission be revoked for these reasons. Permission to work Saturdays, Sundays, holidays or other than the agreed upon normal straight time working hours Monday through Friday may be given subject to certain other conditions set forth by the Contracting Agency or Engineer. These conditions may include but are not limited to: requiring the Engineer or such assistants as the Engineer may deem necessary to be present during the work; requiring the Contractor to reimburse the Contracting Agency for the costs in excess of straight -time costs for Contracting Agency employees who worked during such times, on non Federal aid projects; considering the work performed on Saturdays, Sundays, and holidays as working days with regards to the contract time; and considering multiple work shifts as multiple working days with respect to contract time even though the multiple shifts occur in a single 24-hour period. Assistants may include, but are not limited to, survey crews; personnel from the Contracting Agency's material testing lab; inspectors; and other Contracting Agency employees when in the opinion of the Engineer, such work necessitates their presence. 1-08.1 Subcontracting Section 1-08.1 is supplemented with the following: (October 12, 1998) Prior to any subcontractor or lower tier subcontractor beginning work, the Contractor shall submit to the Engineer a certification (WSDOT Form 420-004) that a written agreement between the Contractor and the subcontractor or between the subcontractor and any lower tier subcontractor has been executed. This 211 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 certification shall also guarantee that these subcontract agreements include all the documents required by the Special Provision Federal Agency Inspection. A subcontractor or lower tier subcontractor will not be permitted to perform any work under the contract until the following documents have been completed and submitted to the Engineer: 1. Request to Sublet Work (Form 421-012), and 2. Contractor and Subcontractor or Lower Tier Subcontractor Certification for Federal -aid Projects (Form 420-004). The Contractor's records pertaining to the requirements of this Special Provision shall be open to inspection or audit by representatives of the Contracting Agency during the life of the contract and for a period of not less than three years after the date of acceptance of the contract. The Contractor shall retain these records for that period. The Contractor shall also guarantee that these records of all subcontractors and lower tier subcontractors shall be available and open to similar inspection or audit for the same time period. (March 13, 1995) Specialty Items For the purpose of determining the percentage of work that may be subcontracted, the following items on this contract are designated as Specialty Items: Bottom Seal Secant Pile Wall Diaphragm Wall 1-08.3 Progress Schedule (August 6, 2006) General Requirements The first sentence of Section 1-08.3(1) is revised to read: The Contractor shall submit Type C Progress Schedules and Schedule Updates to the Engineer for approval. (August 6, 2006) Progress Schedule Types Section 1-08.3(2) is supplemented with the following: Type C Progress Schedules are required on all projects that contain the bid item for Type C Progress Schedule. Type C Progress Schedule Section 1-08.3(2)C Vacant, is revised to read: Type C Progress Schedule Type C Progress Schedules shall conform to all of the requirements of Section 1-08.3(2)B and this Section. 212 Special Provisions The Contractor shall submit five printed copies of a preliminary Type C Progress Schedule no later than the first working day as defined in Section 1-08.5. The preliminary schedule shall comply with all of these requirements and the requirements of Section 1-08.3(1), except that it may be limited to only those activities occurring within the first 60 working days of the project. The Contractor shall submit five printed copies of a Type C Progress Schedule no later than 30 calendar days after the date the contract is executed. This will ensure that the full baseline schedule is submitted before the end of stage 1 of construction, and allow the Engineer to confirm that the schedule meets the specification and contract requirements. This schedule, after review by the Engineer, will establish the planned or baseline early contract finish date along with the critical path of the project. The Engineer may allow an additional 30 calendar days for schedule submittal if the Contractor is able to demonstrate that they are unable to determine resource availability, and such lack of information prevents the Contractor from preparing a reasonable schedule. Each time that a preliminary schedule, Progress Schedule, or Schedule Update is submitted, the Contractor shall provide the Engineer with an electronic copy of that schedule. The schedule provided to the Engineer shall be saved on a CD-ROM in Primavera P3, 3.1 or later version, using the software's Backup routine. Each new or revised update will have a unique filename from previous backups. Type C Progress Schedules shall display at least the following additional information: 1. A time scaled logic diagram. 2. Activities for traffic detours and closures. 3. Milestones for required delivery of State furnished materials, if any. 4. Activities for State furnished traffic control resources, if any. 5. Activities for fabrication of materials longer than 120 calendar days lead time. 6. Fixed constraints shall be identified on the activity listing, supplemented with a written narrative describing why the constraint exists. If requested by the Engineer, the Contractor shall supplement the Progress Schedule with written explanations for each lead and lag time used, and a written narrative describing the assumed production rates and planned resource allocations to support the activity durations provided in the schedule. (******) Weekly Look -Ahead Schedule Section 1-08.3(2)D is supplemented with the following: In addition to Contractor and subcontractor work, the look -ahead schedules shall show work by others, such as utilities and the railroad. 213 Special Provisions 1 r 1 1 1 1 1 1 1 1 Look -ahead schedules shall cover the week just finished as well as the next two weeks. This provides a check on how well the actual work accomplished matches up to the predictions made on the previous look - ahead schedules. The Zook -ahead schedules shall show, for each task that has started, an indication of whether it is starting earlier, later, or on schedule according to the most current project schedule. Look -ahead schedules should refer to tasks by their unique IDs on the current project schedule. (******) Schedule Updates Section 1-08.3(3) is revised to read: The Contractor shall submit five printed copies of a Type C Schedule Update to the Engineer by the first business day of each month, or some other mutually agreed upon submittal time. For each schedule update, the accepted project baseline will be used as a target and displayed along with the current update in each printed report. The target will be used as a comparison to the actual progress. Should the project require a revision to the planned early finish (i.e., a delay) as presented in the accepted schedule, the accepted schedule with the new finish date will be used as the target in future updates. In addition to the other requirements of this Section, Schedule Updates shall reflect at least the following information: 1. The actual duration and sequence of as -constructed work activities, including changed work. 2. Approved time extensions. 3. Any construction delays or other conditions that affect the progress of the work. 4. Any modifications to the as -planned sequence or duration of remaining activities, supplemented with a written narrative describing each change and the reason for the change. 5. The physical completion of all remaining work in the remaining contract time. 6. Progress on partially completed activities shall be indicated using percent complete. Activity numbers on Schedule Updates shall be the same as the Progress Schedule, with the exception of deleted or added activities. Unresolved requests for time extensions shall be reflected in the Schedule Update by assuming no time extension will be granted, and by showing the 214 Special Provisions effects to follow-on activities necessary to physically complete the project within the currently authorized time for completion. (December 1, 2008) Measurement Section 1-08.3(4) is revised to read: No specific unit of measurement shall apply to the lump sum item for Type C Progress Schedule. Schedule Updates will be measured per each. (December 1, 2008) Payment Section 1-08.3(5) is revised to read: Payment will be made in accordance with Section 1-04.1, for the following bid item when it is included in the proposal: "Type C Progress Schedule", lump sum. The Lump Sum price for "Type C Progress Schedule" shall be full payment for all costs for furnishing the Type C Progress Schedule and preliminary Type C Progress Schedule. "Schedule Update", per each. The unit Contract price per each "Schedule Update" shall be full payment for all costs required to complete the work specified in Section 1-08.3(3). All costs for providing Weekly Look -Ahead Schedules are considered incidental to the contract and are to be included with other bid items. 1-08.4 Prosecution Of Work Revise this section to read: 1-08.4 Notice to Proceed and Prosecution of the Work (October 1, 2005 APWA GSP) Notice to Proceed will be given after the contract has been executed and the contract bond and evidence of insurance have been approved and filed by the Contracting Agency. The Contractor shall not commence with the work until the Notice to Proceed has been given by the Engineer. The Contractor shall commence construction activities on the project site within ten days of the Notice to Proceed Date, unless otherwise approved in writing. The Contractor shall diligently pursue the work to the physical completion date within the time specified in the contract. Voluntary shutdown or slowing of operations by the Contractor shall not relieve the Contractor of the responsibility to complete the work within the time(s) specified in the contract. 215 Special Provisions 1-08.5 Time For Completion (March 13, 1995) Section 1-08.5 is supplemented with the following: This project shall be physically completed within 260 working days. (June 28, 2007 APWA GSP, Option A) Revise the third and fourth paragraphs to read: Contract time shall begin on the first working day following the Notice to Proceed Date. Each working day shall be charged to the contract as it occurs, until the contract work is physically complete. If substantial completion has been granted and all the authorized working days have been used, charging of working days will cease. Each week the Engineer will provide the Contractor a statement that shows the number of working days: (1) charged to the contract the week before; (2) specified for the physical completion of the contract; and (3) remaining for the physical completion of the contract. The statement will also show the nonworking days and any partial or whole day the Engineer declares as unworkable. Within 10 calendar days after the date of each statement, the Contractor shall file a written protest of any alleged discrepancies in it. To be considered by the Engineer, the protest shall be in sufficient detail to enable the Engineer to ascertain the basis and amount of time disputed. By not filing such detailed protest in that period, the Contractor shall be deemed as having accepted the statement as correct. If the Contractor elects to work 10 hours a day and 4 days a week (a 4-10 schedule) and the fifth day of the week in which a 4-10 shift is worked would ordinarily be charged as a working day then the fifth day of that week will be charged as a working day whether or not the Contractor works on that day. Revise the sixth paragraph to read: The Engineer will give the Contractor written notice of the completion date of the contract after all the Contractor's obligations under the contract have been performed by the Contractor. The following events must occur before the Completion Date can be established: 1. The physical work on the project must be complete; and 2. The Contractor must furnish all documentation required by the contract and required by law, to allow the Contracting Agency to process final acceptance of the contract. The following documents must be received by the Project Engineer prior to establishing a completion date: a. Certified Payrolls (Federal -aid Projects) b. Material Acceptance Certification Documents c. Annual Report of Amounts Paid as MBE/WBE Participants or Quarterly Report of Amounts Credited as DBE Participation, as required by the Contract Provisions. d. Final Contract Voucher Certification e. Property owner releases per Section 1-07.24 216 Special Provisions Suspension of Work (August 7, 2006) Section 1-08.6 is supplemented with the following: Contract time may be suspended for verification of HMA mix designs or for procurement of critical materials (Procurement Suspension). In order to receive a Procurement Suspension, the Contractor shall within 30 calendar days after execution by the Contracting Agency, submit all HMA mix designs according to section 5-04.3(7)A or place purchase orders for all materials deemed critical by the Contracting Agency for physical completion of the contract. The Contractor shall provide a copy of the completed DOT Form, 350-042 indicating the date the mix design was submitted, or copies of purchase orders for the critical materials. Such purchase orders shall disclose the purchase order date and estimated delivery dates for such critical material. The Contractor shall show mix design verification or procurement of the materials listed below as activities in the Progress Schedule. If the approved Progress Schedule indicates that the mix design verification or materials procurement are critical activities, and if the Contractor has provided documentation that mix designs are submitted or purchase orders are placed for the critical materials within the prescribed 30 calendar days, then contract time shall be suspended upon physical completion of all critical work except that work dependent upon the below listed critical materials: Traffic Signals and Luminaires Fiber Optic Beam Railings Charging of contract time will resume upon the Contractors' receipt of a mix design verification report, delivery of the critical materials to the Contractor, notification that the critical materials are ready for delivery to the Contractor from the Contracting Agency's Materials Laboratory, or 120 calendar days after execution by the Contracting Agency, whichever occurs first. No additional Procurement Suspension will be provided if the Contractors HMA mix designs did not verify and are resubmitted. 1-09 MEASUREMENT AND PAYMENT 1-09.6 Force Account Supplement this section with the following: The Contracting Agency has estimated and included in the Proposal, dollar amounts for all items to be paid per force account, only to provide a common proposal for Bidders. All such dollar amounts are to become .a part of Contractor's total bid. However, the Contracting Agency does not warrant, expressly or by implication, that the actual amount of work will correspond with those estimates. Payment will be made on the basis of the amount of work actually authorized by Engineer. 217 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 i The following force account items may be needed and are included in the force account pay item "Miscellaneous Force Account Work". Other unanticipated force account items will also be covered by this item. • Potholing and utility conflict resolution • Removal of obstructions for lagging, structural, and soldier pile shafts, diaphragm wall, bottom seal, wet well, and signal foundations • Repair of existing pavement on MLK, Jr. Blvd. and in the vicinity of the northeast corner of 1' Ave. and Lincoln Ave. • Modifying gas tanks and pumps at the former ARCO station • Handling and stockpiling, hauling, fees, disposal, and incidental charges required for removal and disposal of soil and/or water determined by the Engineer to be contaminated ata level requiring special disposal • Repair of groundwater Teaks in the underpass once the infiltration rate has been reduced below 100 GPM total and below 10 GPM within any ten foot by 10 foot square area (April 28, 1997) Payment For Material On Hand The last paragraph of Section 1-09.8 is revised to read: The Contracting Agency will not pay for any individual item on hand with a cost of Tess than $2,000. As materials are used in the work, credits equaling the partial payments for them will be taken on future estimates. Each month, no later than the estimate due date, the Contractor shall submit a letter to the Project Engineer that clearly states: 1) the amount originally paid on the invoice (or other record of production cost) for the items on hand, 2) the dollar amount of the material incorporated into each of the various work items for the month, and 3) the amount that should be retained in material on hand items. If work is performed on the items and the Contractor does not submit a letter, all of the previous material on hand payment will be deducted on the estimate. Partial payment for materials on hand shall not constitute acceptance. Any material will be rejected if found to be faulty even if partial payment for it has been made. 1-09.9 Payments (October 10, 2008 APWA GSP) Revise the first paragraph to read: The basis of payment will be the actual quantities of Work performed according to the Contract and as specified for payment. For items Bid as lump sum, with a bid price of more than or equal to $20,000, the Contractor shall submit a breakdown of their lump sum price in sufficient detail for the Project Engineer to determine the value of the Work performed on a monthly basis. Lump sum breakdowns shall be provided to the Project Engineer no later than the date of the preconstruction conference. Delete the third paragraph and replace it with the following: Progress payments for completed work and material on hand will be based upon progress estimates prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction conference. 218 Special Provisions The initial progress estimate will be made not later than 30 days after the Contractor commences the work, and successive progress estimates will be made every month thereafter until the Completion Date. Progress estimates made during progress of the work are tentative, and made only for the purpose of determining progress payment. The progress estimates are subject to change at any time prior to the calculation of the Final Payment. The value of the progress estimate will be the sum of the following: 1. Unit Price Items in the Bid Form — the approximate quantity of acceptable units of work completed multiplied by the unit price. 2. Lump Sum Items in the Bid Form — partial payment for lump sum Bid items will be a percentage -of -the -price in -the -Proposal---based on the -Engineer's determination of the amount of Work performed, with consideration given to, but not exclusively based on, the Contractor's lump sum breakdown for that item. 3. Materials on Hand — 100 percent of invoiced cost of material delivered to Job site or other storage area approved by the Engineer. 4. Change Orders — entitlement for approved extra cost or completed extra work as determined by the Engineer. Progress payments will be made in accordance with the progress estimate Tess: 1. Retainage per Section 1-09.9(1); 2. The amount of Progress Payments previously made; and 3. Funds withheld by the Contracting Agency for disbursement in accordance with the Contract Documents. Progress payments for work performed shall not be evidence of acceptable performance or an admission by the Contracting Agency that any work has been satisfactorily completed. The determination of payments under the contract will be 1inal in accordance with Section 1-05.1. Payments will be made by warrants, issued by the Contracting Agency's fiscal officer, against the appropriate fund source for the project. Payments received on account of work performed by a subcontractor are subject to the provisions of RCW 39.04.250. 1-09.11 Disputes and Claims 1-09.11(1) Disputes Review Board (January 7, 2008) Disputes Review Board Membership The second paragraph of Section 1-09.11(1)A is revised to read: The Contracting Agency and Contractor shall each select their member and negotiate an agreement, separate and apart from this contract, with their respective Board member within 60 -calendar days of contract execution. 219 Special Provisions 11 11 1 1 t 1 1 11 1 t 1 1 1 1 1 1 1 1 1 w 1 1 Section 1-09.11(1)A is supplemented with the following: In the event of an impasse in selection of the third member, either the Contracting Agency or the Contractor or both may appeal to the Yakima County Superior Court for selection of a third member by the court from a list or lists submitted to the court by the Contracting Agency and/or the Contractor. An impasse shall be considered to have been reached if the two members appointed by the Contracting Agency and the Contractor to the Board have been unable to appoint the third member in a period of 60 - calendar days after the approval of the last of such two members. (January 7, 2008).__..______ _. _.___.... Disputes Review Board Procedures The first paragraph of Section 1-09.11(1)B is supplemented with the following: The Agreement shall include the frequency of the Board's visits to the Project and its interactions with the Contracting Agency and the Contractor to keep abreast of the construction development and potential disputes. N 1-09.13(3) Claims $250,000 or Less (October 1, 2005 APWA GSP) 1 r i 1 1 1 1 1 Delete this Section and replace it with the following: The Contractor and the Contracting Agency mutually agree that those claims that total $250,000 or less, submitted in accordance with Section 1-09.11 and not resolved by nonbinding ADR processes, shall be resolved through litigation unless the parties mutually agree in writing to resolve the claim through binding arbitration. 1-09.13(3)A Administration of Arbitration (October 1, 2005 APWA GSP) Revise the third paragraph to read: The Contracting Agency and the Contractor mutually agree to be bound by the decision of the arbitrator, and judgment upon the award rendered by the arbitrator may be entered in the Superior Court of the county in which the Contracting Agency's headquarters are located. The decision of the arbitrator and the specific basis for the decision shall be in writing. The arbitrator shall use the contract as a basis for decisions. 1-10 TEMPORARY TRAFFIC CONTROL 1-10.2(1) Traffic Control Management (December 1, 2008) Section 1-10.2(1) is supplemented with the following: Only training with WSDOT TCS card and WSDOT training curriculum is recognized in the State of Washington. The Traffic Control Supervisor shall be certified by one of the following: 220 Special Provisions The Northwest Laborers -Employers Training Trust 27055 Ohio Ave. Kingston, WA 98346 (360) 297-3035 Evergreen Safety Council 401 Pontius Ave. N. Seattle, WA 98109 1-800-521-0778 or (206) 382-4090 The American Traffic Safety Services Association. 15 Riverside Parkway, Suite 100 Fredericksburg, Virginia 22406-1022 Training Dept. Toll Free (877) 642-4637 Phone: (540) 368-1701 1-10.4(1) Measurement Lump Sum Bid for Project (No Unit Items) Section 1-10.4(1) is supplemented with the following: (August 2, 2004) The proposal contains the item "Project Temporary Traffic Control," lump sum. The provisions of Section 1-10.4(1) shall apply. 221 Special Provisions 1 1 1 w 1 1 1 1 1 1 1 1 DIVISION 2 EARTHWORK 2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 2-02.1 Description Section 2-02.1 is supplemented with the following: (March 13, 1995) This work shall consist of removing, handling, and disposing of asbestos in the following areas: Car wash building, Approx. STA 73+50 to 74+00 LT 2-02.3 Construction Requirements Section 2-02.3 is supplemented with the following: (February 17, 1998) Removal of Obstructions Add the following to section 2-02.3: Removal of Structures and Obstructions shall consist of the following work: Demolishing Car Wash Building, Foundation, and Car Wash (includes Lead Paint and Asbestos Removal and Disposal) Remove Vacuum Remove Car Wash Attendant Booth Remove Light Post at Car Wash Buried Metal Tank and Wood Planks Sign Post Sign Post Foundation Miscellaneous Curbs, Pipes, Planters, etc. at Car Wash Decommission Monitoring Wells Removing Sanitary Sewer Line Removing Abandoned Sanitary Sewer (As Needed) Removing Sanitary Sewer Manhole Removing Storm Drain Line Removing Storm Drain Grate Removing Underground Power Line Removing Utility Box Removing Water Line Removing Traffic Signal Removing Signs Removing Luminaire and Deliver to City Removing Landscape and Border Removing/Relocating Blue Boulders Removing and Reinstalling Fence Relocating Light Pole and Luminaire Removing Abandoned 12 in. Irrigation Pipe Remove Abandoned Gas Line 1 EA 1 EA 1 EA 1 EA 1 EA 1 EA 2 EA 1 EA 2 EA 900 LF 550 LF 2 EA 467 LF. 5 EA 1662 LF 13 EA 27 LF 2 EA 30 EA 5 EA 2051 SF 2 EA 533 LF 1 EA 475 LF 128 LF 222 Special Provisions Removal of obstructions for lagging, structural, and soldier pile shafts, diaphragm walls, bottom seal, wet well, and signal foundations are not included in this item. If encountered, their removal will be covered by force account as described in the special provisions for each of those items. (Plugging of existing pipes and conduits is included in this pay item. Asbestos Handling and Disposal Perform all planning, administrative, execution, and cleaning requirements necessary to safely remove the asbestos -containing materials (ACMs) and asbestos -contaminated materials at the former Lincoln Avenue Car Wash facility as indicated in the Contract Documents. Work shall be completed prior to general building demolition. Identify location and amount of all ACM and asbestos -contaminated materials to be removed. (Refer to excerpts from the Asbestos Survey Report in Appendix H). Prior to performance of any contract work, the Contractor shall obtain all permits from, and provide notification to, the Washington State Department of Labor and Industries, the U.S. EPA, the local air pollution control agency, and other permitting and regulatory agencies with jurisdiction over the work involving asbestos as the law requires. Prior to commencing asbestos related work, the Contractor shall provide the Engineer with written verification of approvals and notifications that have been given and/or obtained from the required jurisdictional agencies, and the Contractor's schedule for all work involving asbestos removal. The schedule shall include the sequencing and scheduling of asbestos related work, and coordination with subcontractors. The Contractor shall notify the Engineer when all approvals have been received and notifications have been made, as required by the agencies involved. The Contractor shall ensure the safety of all workers, visitors to the site, and the general public in accordance with all applicable laws, rules, and regulations. The Contractor shall designate a Washington State Certified Asbestos Supervisor (CAS) to personally supervise the asbestos removal and to ensure that the handling and removal of asbestos is accomplished by certified asbestos workers, pursuant to Washington State Department of Labor and Industries standards. The Contractor shall ensure that the removal and disposal of asbestos meets the requirements of EPA regulation 40 CFR Part 61, local health department regulations, and all other applicable regulations. Documentation that the Asbestos Abatement Subcontractor meets the following qualification criteria, including licenses, insurance, and certifications, shall be submitted within 21 days of notice of award. Work shall not be conducted until the Owner has reviewed and accepted the. submittals. 1. Abatement Subcontractor shall have a record of successful experience in asbestos removal and related work similar in scope and magnitude to this Project. Abatement Subcontractor shall have valid licenses and 223 Special Provisions certifications as a Contractor and an Asbestos Abatement Contractor in the State of Washington. 2. The CAS shall have a minimum of three years supervisory experience in the administration and supervision of asbestos abatement projects. 3. Workers conducting mechanical sawing of intact roofing material must be certified asbestos workers. 4. Operators of heavy equipment do not need to be certified asbestos workers for the removal or demolition of intact roofing materials. At completion of •transporting. each Toad of asbestos -containing waste, submit copy of waste manifest, chain of custody form, and landfill receipt to the Owner. Comply with_all_paper-workand response times _stipulated _.in applicable regulations. ..__ _ (September 8, 1997) Removal of Pavement, Sidewalks, Curbs, and Gutters Section 2-02.3(3) is supplemented with the following: The approximate thickness of the asphalt concrete pavement is 9". (******) 2-02.3(4) Pavement Repair The Contractor shall repair pavement as directed by the Engineer. (******) 2-02.3(5) Modifying Gas Tanks and Pumps The Contractor shall modify the former ARCO station gas tanks and pumps as directed by the Engineer. This work shall include all related design, permitting, and construction work associated with returning the station to an operable condition as a City of Yakima remote fueling station. The Contractor shall retain the services of a design and construction firm licensed and bonded for this type of work and shall coordinate the desired revisions with City staff. The Contractor shall protect existing fuel dispenser pumps, pump island canopy, attendant booth, groundwater monitoring wells, and underground piping and fuel tanks from damage during removal of structures and obstructions. Prior to demolishing the former car wash building, Contractor shall check with City staff to determine if equipment associated with the tank monitoring system shall be salvaged. Underground fuel tank vents must remain open and operational at all times. Contractor shall reroute vent piping to a location that is protected from vehicular traffic damage, at the direction of City staff, and in accordance with applicable codes. PUMPABLE LIQUIDS HAVE BEEN REMOVED FROM THE TANKS, BUT THERE MAY BE RESIDUAL PRODUCT AND FUEL VAPORS, AND, THUS AN EXPLOSIVE ENVIRONMENT. Work to reroute the piping shall be conducted in accordance with applicable state and federal regulations, and with fire and building codes. 224 Special Provisions 2-02.5 Payment (******) "Miscellaneous Force Account Work", by force account. All costs of repairing pavement and modifying gas tanks and pumps will be paid for by force account as specified in Section 1-09.6. To provide a common Proposal for all Bidders, the Contracting Agency has estimated the amount of force account for "Miscellaneous Force Account Work" and has entered the amount in the Proposal to become part of the total Bid by the Contractor. The quantities listed under Section 2-02.3 are approximate. It is the Contractor's responsibility to determine the actual quantities required to complete the work prior to bidding the project. No cost adjustment to the lump sum item for Removal of Structures and Obstructions will be made. 2-07 WATERING 2-07.1 Description Add the following: The Contractor shall be solely responsible for dust control on this project and shall protect motoring public, adjacent businesses from damage due to dust, by whatever means necessary. The Contractor shall be responsible for any claims for damages and shall protect the Contracting Agency, Yakima County, and the Consultant from any and all such claims. When directed by the Engineer, the Contractor shall provide water for dust control within two hours of such order and have equipment and manpower available at all times including weekends and holidays to respond to orders for dust control measures. 2-07.3 Construction Requirements Supplement this section with the following: The Contractor shall secure permission from and comply with all requirements of the water utility before obtaining water from fire hydrants. The Contractor shall notify the Engineer as soon as such permission is granted. The Contractor shall use hydrant wrenches only to open hydrants. While using hydrants, the contractor shall make certain that the hydrant valve is fully open in order to prevent damage to the hydrant valve. A metered hydrant connection furnished by the water utility shall be used as an auxiliary valve on the outlet line for control purposes. Fire hydrant valves shall be closed slowly to avoid a surge in the system causing undue pressure on the water lines. The Contractor shall carefully note the importance of following these directions. If a hydrant is damaged due to the Contractor or an employee of the Contractor, the Contractor shall immediately notify the water utility so that the damage can be repaired as quickly as possible. 225 Special Provisions Upon completing the use of the hydrants, the Contractor shall notify the water utility so that the hydrants may be inspected for possible damage. Any damage resulting from the use of the hydrants by the Contractor will be repaired by the water utility, and the cost thereof shall be withheld, if necessary, from the final payment to the Contractor. The Contractor shall furnish all equipment and tools, except the metered hydrant connection, that may be necessary to meet the requirements of the water distribution agency pertaining to hydrant us. Violation of these requirements will result in fines and will lay the Contractor liable for damage suits because of malfunctioning of damaged fire hydrants, in the event of fire. 2-07.4 Payment This section is supplemented with the following: Water will be furnished by the water utility without charge, but the Contractor shall convey the water -from the nearest convenient hydrant or other source at his expense. 2-09 STRUCTURE EXCAVATION 2-09.3 Construction Requirements Shoring And Cofferdams Section 2-09.3(3)D is supplemented with the following: (March 13, 1995) The Contractor shall protect the existing pavement from damage due to the Contractor's operations and shall shore all excavation adjacent to the existing pavement. (******) The Contractor shall protect the existing track and facilities of the Railroad Company from damage due to the Contractor's operations, and shall shore all excavation adjacent to the existing railroad track. Shoring shall be designed for a Cooper E-80 loading according to the A.R.E.A. Manual For Railway Engineering. Damage to the railroad track or railroad facilities, due to the Contractor's operations, will be repaired by the Railroad at the Contractor's expense. (March 13, 1995) Because of the nearness of the work to the existing track the Contractor shall protect the track during the construction activities. 2-13 •POTENTIALLY CONTAMINATED SOIL AND WATER 2-13.1 Description This section defines special handling and disposal requirements IF contaminated soil and/or water is generated during subsurface excavation and/or dewatering activities 226 Special Provisions within the site. It is not anticipated that contaminated soil and/or water will be encountered as part of this project; however, given the historical uses of the area, it is certainly possible that contaminated soil and/or water could be encountered (See data from in the appendices). All soil and water removed will be assumed not to be contaminated unless someone working for the City, the Contractor, or an outside agency notes olfactory or visual indications of suspected contamination. Only after olfactory or visual indications will the Engineer authorize testing of soil and/or water samples for the presence of contamination. All testing will be conducted by the City at the City's cost. Rernoval and handling of soils and/or water from unanticipated contaminated areas will be completed under the oversight of the Engineer and these soils and/or water may require special handling. If removed soils and/or water are designated by the Engineer as contaminated, they will be hauled by the Contractor to a pre -approved disposal and treatment facility as described in 2-13.3. The soil and/or water handling and removal effort under this Section shall be accomplished without damage to adjacent facilities and other features to remain. At all times during the work occurring in and around suspected or confirmed contaminated soil, the Contractor shall control and direct precipitation, stormwater and surface drainage away from the work area and adjacent areas using soil berms, hay bales, or similar. Provide temporary collection sumps and drainage ditches as needed to collect and hold water that affects the work and contacts the suspected or confirmed contaminated soil and/or water. 2-13.1(A#) Definitions A. Environmental Agent (EA): City representative responsible for oversight and implementation of environmental policy and procedures. The EA is responsible for coordinating environmental requirements, monitoring Contractor performance relative to environmental specifications, liaison with the Resident Engineer (RE) and Contractor representatives for oversight of and/or conducting environmental monitoring and sampling, and documenting environmental conditions at the construction site. B. Olfactory Indications (methods): Of or relating to the sense of smell. Soil and/or water contaminated with petroleum and other volatile constituents typically exhibit characteristic odors that can be detected by smell. C. (PID: Photo ionization detector. A field instrument used to detect the presence of and give a relative indication of the concentration of vapors emitted from volatile constituents (contamination) in environmental media (soil and water). D. .Soil and/or water (waste) Profile: A characterization of the contaminant characteristics of a body of soil and/or water including the types of contaminant constituents and their concentrations as measured by approved laboratory analytical methods. E. Special Handling: Refers to hauling and -disposal of soils and/or water that, because they are contaminated, cannot be reused in place or at another location. Such soil and/or water must be hauled to and handled by a properly licensed disposal facility. F. Unanticipated Contamination: Contamination unexpectedly found in an excavation or in other locations where there is no prior knowledge, information, or history to 227 Special Provisions indicate possible spills or releases of contamination. Any contamination at this site will initially be considered unanticipated contamination. G. Visual Indications (methods): A preliminary evaluation of the potential presence of contamination based on visual observation. For example, fuel contaminated soils are frequently discolored or stained relative to native soils or clean fill. Such discoloration often appears dull gray. in color. 2-13.3 Construction Requirements 2-13.3(A) Health and Safety Comply with applicable WISHA and OSHA health and safety standards. It is assumed that, at a minimum, the Contractor is responsible for upgrading the level of worker protection procedures as necessary if suspected or confirmed contaminated soil and/or water is encountered. All personnel working in direct contact with contaminated soil and/or water shall have current 40 -hour hazardous waste certification. 2-13.3(B) Submittals A. The Contractor shall identify the location selected for disposal of contaminated soils and/or water, and that the Contractor is approved to use the selected disposal location. B. Originals or copies of Landfill Trip Tickets and Weight Tickets shall be provided to the Engineer within 24 hours following waste disposal. Originals of Waste Manifests shall be provided to the Engineer within 2 weeks after completing any contaminated soil and/or water disposal activities. 2-13.3(C) Execution A. Unanticipated Contaminated Soil and/or Water Handling: Soil and water excavated/removed from the site will be handled in accordance with excavated soil disposal requirements of Division 2 — Earthwork and Section 6-26 of these Special Provisions "Dewatering". "Unanticipated Contaminated Soil and/or Water" discovered during excavation will be handled in the following manner: 1. During removal, "Unanticipated Contaminated Soil and/or Water" may be identified based on visual or olfactory indications, field monitoring, or sampling and laboratory analysis. Upon observation of unanticipated soil and/or water contamination conditions, the observing party will notify the RE who will in turn notify the EA. The Contractor will cease excavation within the potential contamination area until the EA arrives at the site and evaluates the contamination conditions. The EA will determine the need to be present during completion of excavation of the unknown contaminated areas, and will conduct or oversee sampling, monitoring and other environmental data gathering as needed to comply with environmental regulations, permits and reporting requirements. 2. If removed, and/or to be removed, soil and/or water is deemed as "Suspected or Confirmed Contaminated Soil and/or Water" by the EA, the Contractor shall follow the procedures defined below in Section 2-13.3(C)B. 228 Special Provisions B. Suspected or Confirmed Areas of Contamination: Soil and/or water removed from "Suspected or Confirmed Contaminated Areas" will be handled in the following manner: 1. The EA will be present during removal or soil and/or water within the Suspected and Confirmed Contaminated Areas, and will conduct field monitoring and possibly sampling, or other data gathering as needed, to assist with profiling and complying with environmental regulations, permits, and reporting requirements, Soil and/or water will be designated for handling and disposal as follows: a. Soil and/or water determined to be contaminated and requiring off-site disposal will be hauled directly to the designated off-site disposal location for treatment and disposal. The Engineer will provide soil and/or water quality analytical data to the Contractor upon request. b. Soil' and/or water determined to be contaminated and requiring off-site disposal, for which the Engineer does not have acceptable chemical profile information, will be hauled to an on-site environmental stockpile area, for subsequent off-site disposal following receipt of profile information. c. Soil and/or water determined not to be contaminated at levels of concern will be removed and disposed of per the requirements of Division 2 — Earthwork and Section 6-26 of these Special Provisions "Dewatering". 2. If necessary, removed contaminated soil and/or water can be temporarily stockpiled within the construction area prior to removal. The Contractor shall submit proposed stockpiling techniques, including stockpile covering, to be used in the construction area in a submittal to the Engineer for review prior to any removal activities. 3. The Contractor shall allow a 48 to 72 hour period during business days for the Engineer to acquire laboratory confirmation results of soil and/or water sampling. Based on the analytical results, the EA may elect to continue or cease contaminated soil and/or water removal. The RE or EA may require shut down of soil and/or water removal from suspected or confirmed contaminated areas should unforeseen conditions deem it necessary. C. Decontamination: The Contractor shall follow required decontamination requirements for all personnel and equipment, including Toad and haul vehicles, inside and outside the contaminated areas. The Contractor shall decontaminate the exterior of all trucks where soil is visible. Decontamination and wash water generated during the work shall be handled in accordance with Section 2- 13.3(C)B above. 229 Special Provisions 2-13.5 Payment Handling and stockpiling, hauling, fees, disposal, and incidental charges required for removal and disposal of soil and/or water determined by the Engineer to be contaminated at a level requiring special disposal will be paid by force account as specified in Section 1-09.6. To provide a common Proposal for all Bidders, the Contracting Agency has estimated the amount of force account for "Miscellaneous Force Account Work" and has entered the amount in the Proposal to become part of the total Bid by the Contractor. No force account payment related to contaminated soils and/or water will be paid to the Contractor unless and until the Engineer calls on the EA to test for contamination. 230 Special Provisions DIVISION 4 BASES 4-04 BALLAST AND CRUSHED SURFACING (******) 4-04.3(2) Materials Add the following to this section: Washed Crushed Surfacing Base Course Washed crushed surfacing base course shall meet the requirements of Section 9-03.9(3) with the following exception: 3% maximum passing U.S. No. 200. 4-04.4 Measurement Add the following item to this section: Washed crushed surfacing base course will be measured by the ton. 4-04.5 Payment Add the following item to this section "Washed Crushed Surfacing Base Course", per ton. 4-06 ASPHALT TREATED BASE 4-06.2 Materials Section 4-06.2 is supplemented with the following: (October 25, 1999) The grade of paving asphalt used in asphalt treated base shall be PG 64-28 unless otherwise ordered by the Engineer. 231 Special Provisions DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 5-04 HOT MIX ASPHALT 5-04.3 Construction Requirements Surface Smoothness (January 5, 2004) The second sentence of Section 5-04.3(13) is revised to read: The completed surface of the wearing course shall not vary more than 1/4 inch from the lower edge of a 10 -foot straightedge placed on the surface parallel to centerline. (January 5, 2004) Weather Limitations The first sentence of Section 5-04.3(16) is revised to read: HMA for wearing course shall not be placed on any travelled way between November 1 and March 31 of the following year without written approval from the Engineer. 232 Special Provisions DIVISION 6 STRUCTURES 6-01 GENERAL REQUIREMENTS FOR STRUCTURES 6-02 CONCRETE STRUCTURES 6-02.2 Materials Section 6-02.2 is supplemented with the following: (June 26, 2000) Compression Seal Expansion Joint System Compression seal glands shall be selected from the approved products listed in the WSDOT Qualified Products List, latest edition, and sized as appropriate for the compression seal expansion joints shown in the Plans. Bridge Supported Utilities (June 26, 2000) Inserts shall be of the type and model specified in the Plans. Inserts shall be galvanized in accordance with AASHTO M 111. (April 30, 2001) Hanger rods, and associated nuts and washers, shall conform to Section 9-06.5(1), and shall be galvanized in accordance with AASHTO M 232. Steel bars and plates shall conform to ASTM A 36 and shall be galvanized in accordance with AASHTO M 111. (June 26, 2000) Horizontal strut bolts, and associated nuts and washers, shall conform to Section 9- 06.5(3), and shall be galvanized in accordance with AASHTO M 232. Pre -formed fabric pads shall be composed of multiple layers of duck, impregnated and bound with high quality oil resistant synthetic rubber, compressed into resilient pads of uniform thickness. The duck shall be of highest quality cotton or cotton - polyester 50-50 blend, and shall weigh a minimum of eight ounces per square yard. The cotton warp and the filling yarn shall be 2 -ply. The cotton -polyester warp and fill shall be single yarn, with a minimum breaking strength by grab method of 150 pounds per inch per width (piw) warp, and 140 piw fill. The filling count of the duck shall be 40± 2 threads per inch and the warp count shall be 50 ± 1 threads per inch. The number of piles shall be sufficient to produce the specified thickness, after compression and vulcanizing. The finished pads shall withstand compression Toads perpendicular to the plane of the laminations of not Tess than 10,000 psi without any sign of failure after the load is removed. Failure is defined as any breakdown of the component materials or laminations. 233 Special Provisions Pre -formed fabric pads shall have a shore A hardness of 90±5. Pre -formed fabric pads for bridge utility supports will be accepted based on the manufacturer's certificate of compliance that the material furnished conforms to these specifications. The Contractor shall submit the manufacturer's certificate of compliance to the Engineer in accordance with Section 1-06.3. (June 26, 2000) Pipe rolls or pipe saddles shall be of the type and model specified in the Plans. (August 4, 2008) For the color Washington Gray, the pigmented sealer shall conform to the following CIELAB analysis: III/Obs L* a* b* D65/10 degrees 62.59 0.98 5.23 A/10 degrees 63.06 1.80 5.70 CWF/10 degrees 63.02 0.73 6.08 6-02.3 Construction Requirements Section 6-02.3 is supplemented with the following: Bridge Supported Utilities (June 26, 2000) The Contractor shall furnish and install inserts for the bridge utility supports as shown in the Plans. The Contractor shall verify that the hanger rods freely hang plumb in their inserts, and shall make adjustments to the inserts as necessary and as approved by the Engineer prior to utility installation. .(June 26, 2000) The Contractor shall furnish and install the bridge utility supports, and the utility pipe or conduit pipe, as shown in the Plans. Expansion Joints Section 6-02.3(13) is supplemented with the following: (June 26, 2000) Compression Seal Expansion Joint System The compression seal expansion joint system shall be installed in accordance with the manufacturer's written recommendations. The Contractor shall submit the manufacturer's written installation procedure to the Engineer prior to installing the expansion joint system. After the joint system is installed, the joint area shall be flooded with water and inspected, from below the joint, for leakage. If leakage is observed, the joint system shall be repaired by the Contractor, as recommended by the manufacturer and approved by the Engineer, at no additional cost to the Contracting Agency. 234 Special Provisions Finishing Concrete Surfaces Section 6-02.3(14) is supplemented with the following: Pigmented Sealer for Concrete Surfaces Section 6-02.3(14)C is supplemented with the following: (April 6, 2009) The color of the pigmented sealer shall be Washington Gray. Grout for Anchor Bolts and Bridge Bearings Section 6-02.3(20) is supplemented with the following: (June 26, 2000) Grout placed at the following locations shall conform to the requirements of this section. BNSF Bridge Abutments Front St. Bridge Abutments Access Rd. Bridge Abutments 6-02.4 Measurement Section 6-02.4 is supplemented with the following: (June 26, 2000) Superstructure — BNSF Bridge contains the following approximate quantities of materials and work: St. Reinf. Bar. 1590 LB Epoxy -Coated St. Reinf. Bar 14344 LB Prestressed Precast Girders: WF42G Hybrid 275 LF Bottom Pan for Casting Girder 1 LS Girder Erection 5 EA Concrete Class 4000 11 CY Concrete Class 4000D 50 CY Elastomeric Bearing Pad — Conc. Girders 10 EA Elastomeric Bearing Pad — Long. Stop 16 EA Grout Pads for Elastomeric Bearings 10 EA Deck Plate 1225 LB Waterproofing 1632 SF Bridge Railing Type Chain Link Fence 100 LF Diaphragm Anchor Inserts and Bolts 1 LS Superstructure — Front St. Bridge contains the following approximate quantities of materials and work: St. Reinf. Bar. 1500 LB Epoxy -Coated St. Reinf. Bar 13296 LB Prestressed Precast Girders: WBT32G 207 LF Girder Erection 4 EA Concrete Class 4000 10 CY Concrete Class 4000D 51 CY Sidewalk 56 SY 235 Special Provisions Curb 100 LF Elastomeric Bearing Pad — Conc. Girders 8 EA Elastomeric Bearing Pad — Long. Stop 12 EA Grout Pads for Elastomeric Bearings 8 EA Utilities on Bridge 1 LS Compression Seal 80 LF Traffic Barrier 100 LF Sidewalk Ramp including Warning Pattern 1 EA Bridge Railing Type BP 100 LF Diaphragm Anchor Inserts and Bolts 1 LS Superstructure — Access Rd. Bridge contains the following approximate quantities of materials and work: St. Reinf. Bar. Epoxy -Coated St. Reinf. Bar Prestressed Precast Girders: WBT32G Girder Erection Concrete Class 4000 Concrete Class 4000D Elastomeric Bearing Pad — Conc. Girders Elastomeric Bearing Pad — Long. Stop Grout Pads for Elastomeric Bearings Utilities on Bridge Compression Seal Traffic Barrier Diaphragm Anchor Inserts and Bolts 750 LB 9089 LB 155 LF 3 EA 5 CY 29 CY 6 EA 8 EA 6 EA 1 LS 44 LF 105 LF 1 LS The quantities are listed only for the convenience of .the Contractor in determining the volume of work involved and are not guaranteed to be accurate. The prospective bidders shall verify these quantities before submitting a bid. No adjustments other than for approved changes will be made in the lump sum contract price for Superstructure — BNSF Bridge, Superstructure — Front St. Bridge, and Superstructure — Access Rd. Bridge even though the actual quantities required may deviate from those listed. (BSP December 5, 2005) Prestressed concrete girder will be measured by the linear foot of girder specified in the Proposal, including adjustments to the Plan quantity made in accordance with Section 1-04.4. 6-02.5 Payment Section 6-02.5 is supplemented with the following: (June 26, 2000) Bridge Supported Utilities All costs in connection with placing 12" Ductile Iron Water Line and 12" Storm Drain Pipe through the superstructure of the Front St. Bridge as shown in the Plans, including all inserts, hangers, rollers, bracing, and associated hardware, shall be included in the Lump Sum Bid Item "Superstructure — Front St. Bridge". 236 Special Provisions (BSP November 5, 2006) "Prestressed Conc. Girder _", per linear foot. The unit contract price per linear foot for "Prestressed Conc. Girder _" shall be full pay for performing the work as specified, including shop drawing submittals, fabrication, storage, handling, shipping, erection (including all site preparation and restoration activities necessary for erection equipment access and support), furnishing and removing oak block wedges, furnishing and removing temporary bracing, and furnishing and cutting temporary strands. For deck bulb tee girders and PCPS members, all work related to equalizing girder camber, connecting weld - ties, and grouting keyways, shall also be included. For spliced prestressed concrete girders, all work related to cast -in-place concrete closures and post -tensioning shall be included. Payment will be made based on the quantity specified in the Proposal, unless changes are made to this quantity in accordance with Section 1-04.4, in which case the quantity specified in the Proposal will be adjusted by the amount of the change and will be paid for in accordance with Section 1-04.4. 6-06 BRIDGE RAILINGS 6-06.2 Materials Section 6-06.2 is supplemented with the following: (January 5, 2004) Chain link fence fabric shall conform to the Section 9-16.1(1)B requirements for Type 1 fence. Fittings, fabric bands, stretcher bars, tie wire, and other fence hardware, shall conform to Section 9-16.1. Pipe for posts and longitudinal members shall conform to ASTM A 53, Grade B, Type E or S, galvanized, and shall be Schedule 40 unless otherwise shown in the Plans. Steel bars, plates, and shapes shall conform to ASTM A 36, and shall be galvanized in accordance with AASHTO M 111, except that structural shapes may conform to ASTM A 992. Bolts, nuts, and washers shall conform to Section 9-06.5(3), and shall be galvanized after fabrication in accordance with AASHTO M 232. Resin bonded anchors shall conform to Section 6-02.2 as supplemented in these Special Provisions. (******) Coated Chain Link Fence Chain link fence fabric shall be hot -dip galvanized with a minimum of 0.8 ounce per square foot of surface area. Fencing materials shall be coated with an ultraviolet -insensitive plastic or other inert material at least 2 mils in thickness. Any pretreatment or coating shall be applied in accordance with the manufacturer's written instructions. The Contractor shall provide the Engineer with the manufacturer's written specifications detailing the product and method of fabrication. 237 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' Samples of the coated fencing materials shall be approved by the Engineer prior to installation on the project. The Contractor shall supply the Engineer with 10 aerosol spray cans containing a minimum of 14 ounces each of paint of the color specified above. The touch-up paint shall be compatible with the coating system used. 1 6-06.3 Construction Requirements Metal Railings Section 6-06.3(2) is supplemented with the following: (March 6, 2000) 111 Bridge Railing Type Chain Link Fence The Contractor shall install anchor bolts for each post anchorage as shown in the Plans. Alternatively, the Contractor may install resin bonded anchors at each post anchorage, in accordance with Section 6-02 as supplemented in 1 these Special Provisions. Longitudinal members shall be connected to the steel posts as shown in the tPlans. The Contractor shall install the chain link fence fabric in accordance with Section 8-12.3(1)D, except as otherwise noted. The chain Zink fence fabric shall be fastened to the posts and longitudinal members at a maximum spacing of 14 inches. ' 6-06.5 Payment Section 6-06.5 is supplemented with the following: (March 6, 2000) All costs in connection with constructing Bridge Railing Type BP on the Front Street Bridge shall be included in the bid item "Superstructure — Front St. Bridge". All costs in connection with constructing Bridge Railing Type Chain Link Fence shall ' be included in the bid item "Superstructure — BNSF Bridge". 6-10 CONCRETE BARRIER ' 6-10.5 Payment Section 6-10.5 is supplemented with the following: (March 6, 2000) All costs in connection with constructing traffic barrier on the Front Street Bridge and Access Road Bridge shall be included in the bid items "Superstructure — Front St. Bridge" and "Superstructure — Access Rd. Bridge". 238 Special Provisions 1 6-16 SOLDIER PILE AND SOLDIER PILE TIEBACK WALLS 6-16.5 Payment Section 6-16.5 is supplemented with the following: (******) "Lagging for Underpass Wall", per square foot. "Lagging for BNSF Shoring", per square foot. All costs in connection with furnishing and installing lagging shall be included in the unit contract price per square foot for "Lagging for Underpass Wall" and "Lagging for BNSF Shoring", including design of temporary lagging, and filling voids behind the lagging with a free draining material as approved by the Engineer. 1 6-18 SHOTCRETE FACING 6-18.2 Materials Section 6-18.2 is supplemented with the following: (August 1, 2005) Shotcrete Facing Portland cement shall be Type I or II in accordance with Section 9-01.2(1). 1 Air entrainment shall be 6.0 percent, ± 1.5 percent. Water for mixing and curing shall be clean and free from substances which may be 1 injurious to concrete or steel, and shall be free of elements which would cause staining. Aggregate for shotcrete shall meet the followinggradation requirements: q Sieve Size Percent Passing by Weight 1 1/2 inch 100 3/8 inch 90 to 100 U.S. No. 4 70 to 85 U.S. No. 8 50 to 70 U.S. No. 16 35 to 55 U.S. No. 30 20 to 35 U.S. No. 50 8 to 20 U.S. No. 100 2 to 10 U.S. No. 200 0 to 2.5 6-19 REINFORCED AND LAGGING SHAFTS 1 6-19.1 Description 1.01 Shafts 1 A. This item of work shall consist of furnishing all materials, labor, tools, equipment, services and incidentals necessary to construct a test section and the reinforced and lagging shafts of the secant pile wall alternative in 239 Special Provisions accordance with the Plans, the Standard Specifications, and the Special Provisions. 6-19.2 Materials 2.01 Casing A. All temporary casing shall be a smooth wall structure of steel base metal. All temporary casing shall be of ample strength to resist damage and deformation from transportation and handling, installation and extraction stresses, and all pressures and forces acting on the casing. The casing shall be capable of being .removed without deforming and causing damage tothe completed shaft, and without disturbing the surrounding soil. B. Temporary casing is defined as casing installed to facilitate shaft construction only, which is not designed as part of the shaft structure, and which shall be completely removed after shaft construction is complete, unless otherwise shown in the Plans. C. The casing shall be watertight and clean prior to placement in the excavation. D. The outside diameter of the casing shall not be less than the specified diameter of the shaft minus one inch. The outside diameter of the casing shall be not more than the specified diameter plus 2 inches E. Where the minimum thickness of the casing is specified in the Plans, it is specified to satisfy structural design requirements only. The Contractor shall increase the casing thickness as necessary to satisfy the requirements of item A of this section. 2.02 Reinforcing Steel A. Reinforcing steel used in the construction of shafts shall conform to Section 9- 07. B. Steel reinforcing bar centralizers shall be steel, conforming to the details shown in the Plans. The Contractor may propose the use ofalternative steel reinforcing bar devices as part of item 7 of the shaft installation plan submittal, as specified in subsection 3.02.B of this Special Provision, subject to the Engineer's review and approval of such devices. 2.03 Concrete A. Concrete used in the construction of the lagging shafts shall be lean concrete conforming to Section 6-02. A. Concrete used in the construction of the reinforced shafts shall be Class 4000P conforming to Section 6-02. 240 Special Provisions 2.04 Slurry Slurry shall conform to one of the following: A. Mineral Slurry 1. Mineral slurry shall conform to the following requirements: Property Density (pcf) Test Mud Weight (Density) API 13B-1, Section 1 Viscosity Marsh Funnel and - (seconds/quart) Cup API 13b-1, Section 2.2 PH Sand Content (percent) Glass Electrode, pH Meter, or pH Paper Sand API 13B-1, Section 5 Requirement 64.3 to 75 26 to 50 8 to 11 -prior to final cleaning 4.0 max. -immediately prior to placing concrete 4.0 max. Slurry temperature shall be at least 40F when tested. B. Synthetic Slurries Synthetic slurries shall be used in conformance with the manufacturer's recommendations, the quality control plan specified in subsection 3.02.B.5 of this Special Provision, and these Special Provisions. The following synthetic slurries are approved as slurry systems, with additives that have been load tested for the California Department of Transportation: Product Manufacturer Novagel Geo -Tech Services, LLC 220 North Zapata Highway, Suite 11A Laredo, TX 78043-4464 ShorePac GCV CETCO 1500 West Shure Drive Arlington Heights IL, 60004 SlurryPro CDP KB International, LLC Suite 216, 735 Broad Street Chattanooga, TN 37402-1855 Super Mud* PDS Company 8140 East Rosecrans Ave. Paramount, CA 90723-2754 241 Special Provisions *Approval as a product applies to the liquid product only. Other synthetic slurry products may be approved for use provided the product meets the acceptance criteria established by WSDOT, including status as an approved synthetic slurry (with Toad tested additives) with the California Department of Transportation (Caltrans). 2. The sand content of synthetic slurry prior to final cleaning and immediately prior to placing concrete shall be Tess than 2.0 percent, in accordance with API 13B-1, Section 5. C. Water Slurry (with or without site soils) 1. Water with.or without site soils may be used as slurry when casing is used for the entire length of the drilled hole. Use of water slurry without full length casing may only be used with the approval of the Engineer. 2. Water slurry shall conform to the following requirements: Property Density (pcf) Sand Content (percent) Test Requirement Mud Weight (Density) 70 max. API 13B-1, Section 1 Sand API 13B-1, 4.0 max. Section 5 Slurry temperature shall be at least 40F when tested. 2.05 Access Tubes for Crosshole Sonic Log Testing A. Access tubes for crosshole sonic log testing shall be steel pipe of 0.145 inches minimum wall thickness and at least 1-1/2 inch inside diameter. B. The access tubes shall have a round, regular inside diameter free of defects and obstructions, including all pipe joints, in order to permit the free, unobstructed passage of 1.3 inch maximum diameter source and receiver probes used for the crosshole sonic log tests. The access tubes shall be watertight, free from corrosion with clean internal and external faces to ensure good bond between the concrete and the access tubes. The access tubes shall be fitted with watertight threaded PVC caps on the bottom and the top. 2.06 Grout A. Grout for filling the access tubes at the completion of the crosshole sonic log tests shall be a neat cement grout with a maximum water/cement ratio of 0.45. 242 Special Provisions 6-19.3 Construction Requirements 3.01 Quality Assurance A. Shaft Construction Tolerances 1. Shafts shall be constructed so that the center at the top of the shaft is within 1/2" of the center called out in the Plans. Use of a template is recommended to achieve this accuracy. 2. Lagging shafts shall be within 1.5 percent of plumb. Reinforced shafts shall be within 1.0 percent of plumb. 3. Anywhere that the combination of casing outside diameter, top location tolerance, and plumbness tolerance result in the fascia plus prefabricated drainage material thickness being less than 4 inches, the Contractor shall remove the excess concrete of the shaft until the minimum fascia and drainage material thickness is 4 inches. This shall be done at the Contractor's expense even if the casing outside diameter, top location, and plumbness are all withinacceptable limits. 4. During drilling or excavation of the shaft, the Contractor shall make frequent checks on the plumbness, alignment, and dimensions of the shaft. Any deviation exceeding the allowable tolerances shall be corrected with a procedure approved by the Engineer. 5. Shaft steel reinforcing bar placement tolerances shall conform to Section 6-02.3(24)C. B. Nondestructive Testing of Shafts 1. The Contractor shall employ an independent testing organization to perform crosshole sonic log testing of specific shafts selected in accordance with subsection 3.09.A of this Special Provision. C. Shaft Preconstruction Conference 1. A shaft preconstruction conference shall be held after completion of the test section specified elsewhere in these Special Provisions and at least five working days prior to the Contractor beginning any permanent shaft construction work at the site to discuss construction procedures, personnel, and equipment to be used, and other elements of the approved shaft installation plan as specified in subsection 3.02.B of this Special Provision. If synthetic slurry is used to construct the shafts, the frequency of scheduled site visits to the project site by the synthetic slurry manufacturer's representative will be discussed. The list of materials specified in the Record of Materials (ROM) form for this item of work will also be discussed. Those attending shall include: a. (representing the Contractor) The superintendent, on site supervisors, and all foremen in charge of excavating the shaft, placing the casing and slurry as applicable, placing the steel reinforcing bars, and placing the concrete. If synthetic slurry is used to construct the shafts, the slurry manufacturer's 243 Special Provisions representative and a Contractor's employee trained in the use of the synthetic slurry, as identified to the Engineer in accordance with subsection 3.02.0 of this Special Provision, shall also attend. b. (representing the Contracting Agency) The Engineer and key inspection personnel. 2. If the Contractor's key personnel change, or if the Contractor proposes a significant revision of the approved shaft installation plan, an additional conference shall be held before any additional shaft construction operations are performed. D. Secant Pile Wall Test Section 1. Prior to the start of the production shafts, the Contractor shall complete a secant pile wall test section and obtain written approval of the test section from the Engineer. 2. The secant pile wall test section shall consist of a minimum of five (5) consecutive shafts in a straight line at three (3) feet on center to duplicate a five (5) shaft section of the production wall. 3. The bottom of each of the shafts shall be at elevation 1039.00 feet or lower and the top of each of the shafts shall be at elevation 1059.00 feet or higher. 4. The location of the test section shall be as noted on sheet CS -01. It shall be the Contractor's responsibility to assure that the location of the secant pile wall test section does not interfere with permanent structures to be installed later and that the location allows for the bottom seal test section to be completed as required elsewhere in these Special Provisions. None of the test sections shall be located within 50 feet of the north MLK, Jr. Blvd. sidewalk to prevent interference with the future MLK, Jr. Blvd. underpass pump system. 5. Shafts 1, 3, and 5 shall be constructed as lagging shafts as required in the Plans and in this Special Provision. Shafts 2 and 4 shall be constructed as reinforced shafts as required in the Plans and in this Special Provision except as noted in the following section. All requirements for the timing of shaft placements shall be followed. 6. Concrete for the reinforced shafts shall be 4000P, but reinforcing steel is not required in the reinforced test section shafts. All requirements for CSL tubes shall still apply. 7. CSL testing shall be done on shafts 2 and 4 per the requirements of this Special Provision. 8. The Contractor shall complete the secant pile wall test section and CSL testing prior to submitting the shaft installation plan and the shaft preconstruction conference and shall incorporate the results of the test section in the plan and conference. 244 Special Provisions 3.02 Submittals A. Construction Experience 1. Prior to the start of drilled shaft construction, the Contractor shall submit four copies of a project reference list to the Engineer for approval verifying the successful completion by the Contractor of at least three separate foundation projects with drilled shafts of diameters,depths, and ground conditions similar to or larger than those shown in the Plans. A brief description of each project and the owner's contact person's name and current phone number shall be included for each project listed. 2. Prior to the start of drilled shaft construction, the Contractor shall submit four copies of a list identifying the on-site supervisors, and drill rig operators assigned to the project to the Engineer for approval. The list shall contain a detailed summary of each individual's experience in shaft excavation operations, and placement of assembled steel reinforcing bar cages and concrete in shafts. a. On-site supervisors shall have a minimum two years experience in supervising construction of drilled shaft foundations of similar size (diameter and depth) and scope to those shown in the Plans, and similar geotechnical conditions to those described in the geotechnical report and summary of geotechnical conditions. The work experience shall be direct supervisory responsibility for the on-site shaft construction operations. Project management level positions indirectly supervising on-site shaft construction operations is not acceptable for this experience requirement. b. Drill rig operators shall have a minimum one year experience in construction of drilled shaft foundations. 3. The Engineer will approve or reject the Contractor's qualifications and field personnel within 10 working days after receipt of the submission. Work shall not be started on any drilled shaft until the Contractor's qualifications and field personnel are approved by the Engineer. The Engineer may suspend the drilled shaft construction if the Contractor substitutes unqualified personnel. The Contractor shall be fully liable for the additional costs resulting from the suspension of work and no adjustments in contract time resulting from the suspension of work will be allowed. 13. Shaft Installation Plan The Contractor shall submit four copies of a shaft installation narrative for approval by the Engineer. In preparing the narrative, the Contractor shall reference the available subsurface data provided in the contract test hole boring logs provided in the appendices to these Special Provisions and the geotechnical report(s) prepared for this project. This narrative shall provide at least the following information: 1. An overall construction operation sequence and the sequence of drilled shaft construction. 245 Special Provisions 2. List, description and capacities of proposed equipment, including but not limited to cranes, drills, auger, bailing buckets, final cleaning equipment and drilling unit. The narrative shall describe why the equipment was selected, and describe equipment suitability to the anticipated site and subsurface conditions. The narrative shall include a project history of the drilling equipment demonstrating the successful use of the equipment on shafts of equal or greater size in similar soil/rock conditions. 3. Details of shaft excavation methods, including proposed drilling methods, methods for cleanout of the shafts and a disposal plan for excavated material and drilling slurry (if applicable). This shall include a review of method suitability to the anticipated site and subsurface conditions. 4. Details of the method(s) to be used to ensure shaft stability (Le., prevention of caving, bottom heave, etc. using temporary casing, slurry, or other means) during excavation (including pauses and stoppages during excavation) and concrete placement. This shall include a review of method suitability to the anticipated site and subsurface conditions. Casing dimensions and detailed procedures for temporary casing installation and removal and methods of advancing temporary casing with the excavation in accordance with subsection 3.03.B of this Special Provision, shall be provided. 5. Detailed procedures for mixing, using, maintaining, and disposing of the slurry shall be provided. A detailed mix design (including all additives and their specific purpose in the slurry mix), and a discussion of its suitability to the anticipated subsurface conditions, shall also be provided for the proposed slurry. The submittal shall include a detailed plan for quality control of the selected slurry, including tests to be performed, test methods to be used, and minimum and/or maximum property requirements which must be met to ensure that the slurry functions as intended, considering the anticipated subsurface conditions and shaft construction methods, in accordance with the slurry manufacturer's recommendations and these Special Provisions. As a minimum, the' slurry quality control plan shall include the following tests: Property Test Method Density Mud Weight (Density), API 13B-1, Section 1 Viscosity Marsh Funnel and Cup, API 13B-1, Section 2.2 PH Glass Electrode, pH Meter, or pH Paper Sand Content Sand, API 13B-1, Section 5 246 Special Provisions *6. The method used to fill or eliminate all voids below the top of shaft between the plan shaft diameter and excavated shaft diameter. 7. Reinforcing .steel shop drawings, details of reinforcement placement, including bracing, centering, and lifting methods, and the method to assure the reinforcing cage position is maintained during construction, including rock backfill below the bottom of shaft elevation provided the conditions of subsection 3.05.D of this Special Provision are satisfied. *8. Details of concrete placement, including proposed operational procedures for pumping methods, and a sample uniform yield form to be used by the Contractor for plotting the volume of concrete placed versus the depth of shaft for all shaft concrete placement (except concrete placement in the dry). *9. The method to be used to form an emergency horizontal construction joint during concrete placement. 10. Description of the material (either CDF or granular material) used to temporarily backfill a shaft excavation during a stoppage of the excavation operation, as well as the method used to place and remove the material. Submittal items 6, 8, and 9 need not be included in the Shaft Installation Plan for this project, provided that the Shaft Contractor has already submitted these items to, and has received approval from, the WSDOT Bridge Construction Engineer, as part of the annual shaft installation plan review and renewal process, and also provided that the date of the approved submittal on file with the WSDOT Bridge Construction Engineer is within the past twelve months. The Engineer will evaluate the shaft installation plan for conformance with the Plans, Specifications and Special Provisions, within the review time specified in Section 6-01.9. At the option of the Contracting Agency, a Shaft Installation Plan Submittal Meeting may be scheduled following review of the Contractor's initial submittal of the plan. Those attending the Shaft Installation Plan Submittal Meeting, if held, shall include the following: a. (representing the Contractor) The superintendent, on-site supervisors, and other Contractor personnel involved in the preparation of the shaft installation plan. b. (representing the Contracting Agency) The Project Engineer, and Contracting Agency personnel involved with the structural, geotechnical, and construction review of the shaft installation plan. C. Slurry Technical Assistance 1. If slurry other than water slurry is used to construct the -shafts, the Contractor shall provide or arrange for technical assistance in the use of the slurry as specified in subsection 3.04.A.1 of this Special, Provision. The Contractor shall submit four copies of the following to the Engineer: 247 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a. The name and current phone number of the slurry manufacturer's technical representative assigned to the project. b. The name(s) of the Contractor's personnel assigned to the project and trained by the slurry manufacturer in the proper use of the slurry. The submittal shall include a signed training certification letter from the slurry manufacturer for each trained Contractor's employee listed, including the date of the training. D. Crosshole Sonic Log Testing Organization and Personnel 1. At least seven calendar days prior to beginning shaft construction, the Contractor shall submit the name of the independent testing organization, and the names of the personnel, conducting the crosshole sonic log tests to the Engineer for approval. The submittal shall include .documentation that the qualifications specified below are satisfied. The independent testing organization and the testing personnel shall meet the following minimum qualifications: a. The testing organization shall have performed crosshole sonic log tests on a minimum of three deep foundation projects in the last two years. b. Personnel conducting the tests for the testing organization shall have a minimum of one year experience in crosshole sonic log testing and interpretation. E. Work shall not begin until all the required submittals have been approved in writing by the Engineer. All procedural approvals given by the Engineer will be subject to trial in the field and shall not relieve the Contractor of the responsibility to satisfactorily complete the work. 3.03 Shaft Excavation A. Shafts shall be excavated to the required depth as shown in the Plans. Shaft excavation operations shall conform to this Special Provision and the shaft installation plan as approved by the Engineer, except as otherwise specified by the Engineer. Once the excavation operation has been started, the excavation shall be conducted in a continuous operation until the excavation of the shaft is completed, except for pauses and stops as noted, using approved equipment capable of excavating through the type of material expected. Pauses during this excavation operation, except for casing splicing, tooling changes, slurry maintenance, and removal of obstructions, are not allowed. Pauses, defined as momentary interruptions of the excavation operation, will be allowed only for casing splicing, tooling changes, slurry maintenance, and removal of obstructions. Shaft excavation operation interruptions not conforming to this definition shall be considered stops. Stops for uncased excavations (including partially cased excavations) shall not exceed 16 hours duration. Stops for fully cased excavations, excavations in rock, and excavations with casing seated into rock, shall not exceed 65 hours duration. 248 Special Provisions For stops exceeding the time durations specified above, the Contractor shall stabilize the excavation using one or both of the following methods: 1. Before the end of the work day, install casing in the hole to the depth of the excavation. The outside diameter of the casing shall not be smaller than six inches less than either the Plan diameter of the shaft or the actual excavated diameter of the hole, whichever is greater. Prior to removing the casing and resumption of shaft excavation, the annular space between the casing and the excavation shall be sounded. If the sounding operation indicates that caving has occurred, the casing shall not be removed and shaft excavation shall not resume until the Contractor has stabilized the excavation in accordance with the shaft installation plan conforming to subsection 3.02.6.4 of this Special Provision. 2. Backfill the hole with either CDF or granular material as specified by the Contractor and approved by the Engineer in accordance with subsection 3.02.B.10 of this Special Provision. The Contractor shall backfill the hole to the ground surface, if the excavation is not cased, or to a minimum of five feet above the bottom of casing (temporary or permanent), if the excavation is cased. Backfilling of shafts with casing fully seated into rock, as determined by the Engineer, will not be required. During stops, the Contractor shall stabilize the shaft excavation to prevent bottom heave, caving, head loss, and loss of ground. The Contractor bears full responsibility for selection and execution of the method(s) of stabilizing and maintaining the shaft excavation, in accordance with Section 1-07.13. Shaft stabilization shall conform to the shaft installation plan in accordance with subsection 3.02.B.4 of this Special Provision. If slurry is present in the shaft excavation, the Contractor shall conform to the requirements of subsection 3.04.6 of this Special Provision regarding the maintenance of the slurry and the minimum level of drilling slurry throughout the stoppage of the shaft excavation operation, and shall recondition the slurry to the required slurry properties in accordance with subsection 3.04 of this Special Provision prior to recommencing shaft excavation operations. Shaft casing shall be equipped with cutting teeth or a cutting shoe, and installed by either rotating or oscillating the casing. Installing the casing by vibratory means will not be allowed. B. The Contractor shall furnish and install full depth temporary casings at all lagging and reinforced shafts. The casing shall be advanced prior to or concurrently with the excavation. C. The Contractor shall conduct casing installation and removal operations and shaft excavation operations such that the adjacent soil outside the casing and shaft excavation for the full height of the shaft is not disturbed. Disturbed soil is defined as soil whose geotechnical properties have been changed from those of the original in-situ soil, and whose altered condition adversely affects the structural integrity of the shaft foundation. 249 Special Provisions D. Shaft excavations shall not be left open overnight unless cased full depth. An open shaft excavation is defined as a shaft excavation that has not been filled with concrete, or temporarily backfilled with a material approved by the Engineer in accordance with subsection 3.02.8.10 of this Special Provision. E. The Contractor shall use appropriate means such as a cleanout bucket or air lift to clean the bottom of the excavation of all shafts. No more than 2 inches of loose or disturbed material shall be present at the bottom of the shaft just prior to placing concrete for end bearing shafts. No more than 6 inches of loose or disturbed material shall be present for side friction shafts. End bearing shafts shall be assumed unless otherwise noted in the Contract. Shafts specified as both side friction and end bearing shall conform to the sloughing criteria specified for end bearing shafts. F. The excavated shaft shall be inspected and approved by the Engineer prior to proceeding with construction. The bottom of the excavated shaft shall be sounded with an airlift pipe, a tape with a heavy weight attached to the end of the tape, or other means acceptable to the Engineer to determine that the shaft bottom meets the requirements in the Contract. G. When obstructions are encountered, the Contractor shall notify the Engineer promptly. An obstruction is defined as a specific object (including, but not limited to, boulders larger than 18 inch diameter, logs, and manmade objects) encountered during the shaft excavation operation which prevents or hinders the advance of the shaft excavation. When efforts to advance past the obstruction to the design shaft tip elevation result in the rate of advance of the shaft drilling equipment being significantly reduced relative to the rate of advance for. the portion of the shaft excavation in the geological unit that contains the obstruction, then the Contractor shall remove, break-up, or push aside, the obstruction under the provisions of section 6-27 of this Special Provision. The method of dealing with such obstructions, and the continuation of excavation shall be as proposed by the Contractor and approved by the Engineer. H. Drilling equipment shall not be operated from an existing bridge, except as otherwise noted. If necessary and safe to do so, and if the Contractor submits a written request to the Engineer in accordance with Section 6-01.6, the Engineer may approve the operation of drilling equipment on a bridge. I. The Contractor shall use slurry, in accordance with subsection 3.04 of this Special Provision, to maintain a stable excavation during excavation and concrete placement operations once water begins to enter the shaft excavation and remain present. 3.04 Slurry Installation Requirements A. Slurry Technical Assistance 1. If slurry other than water slurry is used, the manufacturer's representative, as identified to the Engineer in accordance with subsection 3.02.0 of this Special Provision, shall: a. provide technical assistance for the use of the slurry, 250 Special Provisions 1 b. shall be at the site prior to introduction of the slurry into a drilled hole, and c. shall remain at the site during the construction and completion of a minimum of one shaft to adjust the slurry mix to the specific site conditions. 2. After the manufacturer's representative is no longer present at the site, the 1 Contractor's employee trained in the use of the slurry, as identified to the Engineer in accordance with subsection 3.02.0 of this Special Provision, shall be present at the site throughout the remainder of shaft slurry operations for this project to perform the duties specified in items 1 a through 1 c above. B. Minimum Level of Slurry in the Excavation 1. When slurry is used to maintain a stable excavation, the slurry level in the excavation shall be maintained above the groundwaterlevel the greater of 1 the following dimensions, except as otherwise noted in subsection 3.04.B.3 of this Special Provision: a. not Tess than five feet for mineral slurries, 1 b. not Tess than ten feet for water slurries, c. not less than ten feet for synthetic slurries, except when a lesser dimension is specifically recommended by the slurry manufacturer for the site conditions and construction method, and is supported by slurry material property, mix, and maintenance requirements submitted as part of item 5 of the shaft installation plan in accordance with subsection 3.02.B of this Special Provision, d. one shaft diameter, e. dimension as required to provide and maintain a stable hole. The Contractor shall provide casing, or other means, as necessary to meet 1 these requirements. 2. The slurry level shall be maintained above all unstable zones a sufficient 1 distance to prevent bottom heave, caving or sloughing of those zones. 3. Throughout all stops in shaft excavation operations, as specified in 1 subsection 3.03.A of this Special Provision, the Contractor shall monitor and maintain the slurry level in the excavation the greater of the following elevations: a. no lower than the water level elevation outside the shaft, b. elevation as required to provide and maintain a stable hole. 1 251 Special Provisions C. Slurry Sampling and Testing 1. Mineral slurry and synthetic slurry shall be mixed and thoroughly hydrated in slurry tanks, ponds, or storage areas. The Contractor shall draw sample sets from the slurry storage facility and test the samples for conformance with the appropriate specified material properties before beginning slurry placement in the drilled hole. Mineral slurry shall conform to the material specifications in subsection 2.04.A of this Special Provision. Synthetic slurry shall conform to the quality control plan included in the shaft installation plan in accordance with subsection 3.02.B.5 of this Special Provision and as approved by the Engineer. A sample set shall be composed of samples taken at mid -height and within two feet of the bottom of.the storage area. 2. The Contractor shall sample and test all slurry in the presence of the Engineer, unless otherwise directed. The date, time, names of the persons sampling and testing the slurry, and the results of the tests shall be recorded. A copy of the recorded slurry test results shall be submitted to the Engineer at the completion of each shaft, and during construction of each shaft when requested by the Engineer. 3. Sample sets of all slurry, composed of samples taken at mid -height and within two feet of the bottom of the shaft, shall be taken and tested during drilling as necessary to verify the control of the properties of the slurry. As a minimum, sample sets of synthetic slurry shall be taken and tested at least once every four hours after beginning its use during each shift. Sample sets of all slurry shall be taken and tested at least once every two hours if the slurry is not recirculated in the drilled hole or if the previous sample set did not have consistent specified properties. All slurry shall be recirculated, or agitated with the drilling equipment, when tests show that the sample sets do not have consistent specified properties. 4.. Sample sets of all slurry, as specified, shall be taken and tested prior to final cleaning of the bottom of the hole and again just prior to placing concrete. Cleaning of the bottom of the hole and placement of the concrete shall not start until tests show• that the samples taken at mid - height and within two feet of the bottom of the hole have consistent specified properties. D. The Contractor shall clean, recirculate, de -sand, or replace the slurry to maintain the required slurry properties. E. The Contractor shall demonstrate to the satisfaction of the Engineer that stable conditions are being maintained. If the Engineer determines that stable conditions are not being maintained, the Contractor shall immediately take action to stabilize the shaft. The Contractor shall submit a revised shaft installation plan which addresses the problem and prevents future instability. The Contractor shall not continue with shaft construction until the damage which has already occurred is repaired in accordance with the specifications,. and until receiving the Engineer's approval of the revised shaft installation plan. F. When mineral slurry, conforming to subsection 2.04.A of this Special Provision, is used to stabilize the unfilled portion of the shaft, the Contractor shall remove 252 Special Provisions the excess slurry buildup inside of the shaft diameter prior to continuing with concrete placement. The Contractor shall use the same methods of shaft excavation and the same diameter of drill tools to remove the excess slurry buildup as was used to excavate the shaft to its current depth. 3.05 Assembly And Placement Of Reinforcing Steel A. The reinforcing cage shall be rigidly braced to retain its configuration during handling and construction. Individual or loose bars will not be permitted. The Contractor shall show bracing and any extra reinforcing steel required for fabrication of the cage on the shop drawings. B. The reinforcement shall be carefully positioned and securely fastened to provide the minimum clearances listed below, and to ensure that no displacement of the reinforcing steel bars occurs during placement of the concrete. The steel reinforcing bars shall be securely held in position throughout the concrete placement operation. The Contractor shall submit details of the proposed reinforcing cage spacers along with the shop drawings. The reinforcing steel spacers at each longitudinal space plane shall be placed at least at the quarter points around the circumference of the steel reinforcing bar cage, and at a maximum longitudinal spacing of either 2.5 times the shaft diameter or 20'-0", whichever is less. C. Place bars as shown in the contract plans with minimum concrete cover of 4 inches. D. The Contractor may place quarry spalls or other rock backfill approved by the Engineer into the shaft below the specified bottom of shaft elevation as a means to support the steel reinforcing bar cage, provided that the materials and means to accomplish this have been addressed by the shaft installation plan as approved by the Engineer, as specified in subsection 3.02.B.7 of this Special Provision. E. Shaft excavation shall not be started until the Contractor has received approval from the Engineer for the reinforcing steel spacers required when the casing is to be pulled during concrete placement. 3.06 Access Tubes for Crosshole Sonic Log Testing A. The Contractor shall install access tubes for crosshole sonic log testing in all drilled shafts, except as otherwise noted, to permit access for the crosshole sonic log test probes. If, in the opinion of the Engineer, the condition of the shaft excavations permit shaft construction in the dry, the Engineer may specify that the access tubes be omitted. B. The Contractor shall securely attach the access tubes to the interior of the reinforcement cage of the shaft. One access tube shall be furnished and installed for each foot of shaft diameter, rounded to the nearest whole number, as shown in the Plans. The number of access tubes for shaft diameters specified as "X feet 6 inches" shall be rounded up to the next higher whole number. The access tubes shall be placed around the shaft, inside the spiral or hoop reinforcement and three inches clear of the vertical reinforcement, at a uniform spacing measured along the circle passing through the centers of the 253 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 access tubes. If the vertical reinforcement is not bundled and each bar is not more than one inch in diameter, the access tubes shall be placed two inches clear of the vertical reinforcement. If these minimums cannot be met due to close spacing of the vertical reinforcement, then the access tubes shall be bundled with the vertical reinforcement. C. The access tubes shall be installed in straight alignment and as near to parallel to the vertical axis of the reinforcement cage as possible. The access tubes shall extend from the bottom of the reinforcement cage to at least two feet above the top of the shaft. Splice joints in the access tubes, if required to achieve full length access tubes, shall be watertight. The Contractor shall clear the access tubes of all debris and extraneous materials before installing the access tubes. Care shall be taken to prevent damaging the access tubes during reinforcement cage installation and concrete placement operations in the shaft excavation. D. The access tubes shall be filled with potable water as soon as possible after concrete placement (but no later than one day after concrete placement), and the top watertight threaded PVC caps shall be reinstalled. 3.07 Placing Concrete A. Concrete placement shall commence immediately after completion of excavation by the Contractor and inspection by the Engineer. Immediately prior to commencing concrete placement, the shaft excavation and the properties of the slurry (if used) shall conform to subsections 3.03.F and 3.04, respectively, of this Special Provision. Concrete placement shall continue in one operation to the top of the shaft, or as shown in the Plans. The Contractor shall place concrete between the upper construction joint of the shaft and the top of the shaft in the dry. During concrete placement, the Contractor shall monitor, and minimize, the difference in the level of concrete inside and outside of the steel reinforcing bar cage. The Contractor shall conduct concrete placement operations to maintain the differential concrete head as 1'-0" maximum. B. When placing concrete in the dry, only the top five feet of concrete shall be vibrated, except that the entire depth of concrete placed in the shaft -column steel reinforcing bar splice zone shall be vibrated. If a temporary casing is used it shall be removed before vibration. This requirement may be waived if a temporary casing is used and removed with a vibratory hammer during the concrete placement operation. Vibration of concrete does not affect the maximum slump allowed for the concrete class specified. C. If water is not present, the concrete shall be deposited through the center of the reinforcement cage by a method which prevents segregation of aggregates and splashing of concrete on the reinforcement cage. The concrete shall be placed such that the free -fall is vertical down the center of the shaft without hitting the sides, the steel reinforcing bars, or the steel reinforcing bar cage bracing. D. When placing concrete underwater, the Contractor shall use a concrete pump, with a watertight tube having a minimum diameter of 4 inches. The discharge 254 Special Provisions end of the tube on the concrete pump shall include a device to seal out water while the tube is first filled with concrete. E. Throughout the underwater concrete placement operation, the discharge end of the tube shall remain submerged in the concrete at least 5 feet and the tube shall always contain enough concrete to prevent water from entering. The concrete placement shall be continuous until the work is completed, resulting in a seamless, uniform shaft. If the concrete placement operation is interrupted, the Engineer may require the Contractor to prove by core drilling or other tests that the shaft contains no voids or horizontal joints. If testing reveals voids or joints, the Contractor shall repair them or replace the shaft at no expense to the Contracting Agency. Responsibility for coring costs, and calculation of time extension, shall be in accordance with subsection 3.09.H of this Special Provision. F. Before placing any fresh concrete against concrete deposited in water or slurry, the Contractor shall remove all scum, laitance, loose gravel and sediment on the uppersurface of the concrete deposited in water or slurry and chip off any high spots on the upper surface of the existing concrete that would prevent the steel reinforcing bar cage from being placed in the position required by the Plans. Prior to performing any of the crosshole sonic log testing operations specified in subsection 3.09 of this Special Provision, the Contractor shall remove the concrete at the top of the shaft down to sound concrete. G. The Contractor's construction operation in the vicinity of a drilled shaft excavation with freshly placed concrete and curing concrete are subject to the following restrictions: 1. The Contractor shall not advance a casing, or perform rock drilling, within four shaft diameters or 30 feet of the centerline of the concreted shaft, whichever is greater, during the time period between six hours after beginning concrete placement operations and eight days after completing concrete placement operations, except after satisfying one of the following conditions: a. The compressive strength of the concrete in the concreted shaft shall have reached 3,000 psi. The Contractor shall obtain and test concrete test cylinders for this early concrete strength measurement in accordance with Section 6- 02.3(17)0. b. The Contractor shall implement a shaft vibration monitoring plan as follows: 1. The Contractor shall submit a shaft vibration monitoring plan to the Engineer for approval, including a description of the monitoring equipment, and the installation and monitoring procedure. 2. The Contractor shall furnish and install monitoring equipment in accordance with the shaft vibration 255 Special Provisions monitoring plan as approved by the Engineer. The Contractor shall locate the monitoring sensor at the concreted shaft and on a line between the concreted shaft and the construction operation within the specified boundary causing the vibration. The monitoring equipment shall be sensitive enough to detect a Peak Particle velocity of 1/4 inch per second. 3. The Contractor shall cease all construction operations within the specified boundary when monitoring equipment detects Peak Particle velocities exceeding the following values: Concrete Age 6 hours to 72 hours 72 hours to 8 days Peak Particle Velocity 1/4 inches per second 2 inches per second 4. The Contractor shall furnish, install, and operate the monitoring equipment at no additional expense to the Contracting Agency. H. Except for shafts where the shaft concrete is placed in the dry, the Contractor shall complete a uniform yield form, consistent with the sample form submitted to the Engineer as part of the shaft installation plan as specified in subsection 3.02.6.9 of this Special Provision, for each shaft and shall submit the completed form to the Engineer within 24 hours of completing the concrete placement in the shaft. 3.08 Casing Removal A. As the temporary casing is withdrawn, a minimum 5 foot head of concrete shall be maintained to balance the foundation material and water pressure at the bottom of the casing. B. The Contractor shall completely remove all temporary casings. 3.09 Nondestructive Testing of Shafts (Crosshole Sonic Log Testing) A. The Contractor shall provide for crosshole sonic log testing and analysis on all completed reinforced shafts. The testing and analysis shall be performed by the independent testing organization submitted by the Contractor and approved by the Engineer in accordance with subsection 3.02.D of this Special Provision. The testing shall be performed after the shaft concrete has cured at least 96 hours. Additional curing time prior to testing may be required if the shaft concrete contains admixtures, such as set retarding admixture or water reducing admixture, added in accordance with Section 6-02.3(3). The additional curing time prior to testing required under these circumstances shall not be grounds for additional compensation or extension of time to the Contractor in accordance with Section 1-08.8. 256 Special Provisions B. After placing the shaft concrete and before beginning the crosshole sonic log testing of a shaft, the Contractor shall inspect the access tubes. Each access tube that the test probe cannot pass through shall be replaced, at the Contractor's expense, with a two inch diameter hole cored through the concrete for the entire length of the shaft. Unless directed otherwise by the Engineer, cored holes shall be located approximately six inches inside the reinforcement and shall not damage the shaft reinforcement. Descriptions of inclusions and voids in cored holes shall be logged and a copy of the log shall be submitted to the Engineer. Findings from cored holes shall be preserved, identified as to location, and made available for inspection by the Engineer. C. The Contractor shall submit the results and analysis of the crosshole sonic log testing for each shaft tested to the Engineer for approval. The Engineer will determine final acceptance of each shaft, based on the crosshole sonic log test results and analysis for the tested shafts, and will provide a response to the Contractor within three working days after receiving the test results and analysis submittal. D. Except as otherwise noted, the Contractor shall not commence subsequent shaft excavations until receiving the Engineer's approval and acceptance of the first shaft, based on the results and analysis of the crosshole sonic log testing for the first shaft. The Contractor may commence subsequent shaft excavations prior to receiving the Engineer's approval and acceptance of the first shaft, provided the following condition is satisfied: 1. The Engineer approves continuing with shaft construction based on the Engineer's observations of the construction of the first shaft, including, but not limited to, conformance to the shaft installation plan as approved by the Engineer, and the Engineer's review of Contractor's daily reports and Inspector's daily logs concerning excavation, steel reinforcing bar placement, and concrete placement. E. If the Contractor requests, the Engineer may direct that additional testing be performed at a shaft. If subsequent testing at a shaft indicates the presence of a defect(s) in the shaft; the testing costs and the delay costs resulting from the additional testing shall be borne by the Contractor in accordance with Section 1-05.6. If this additional testing indicates that the shaft has no defect, the testing costs and the delay costs resulting from the additional testing will be paid by the Contracting Agency in accordance with Section 1-05.6, and, if the shaft construction is on the critical path of the Contractor's schedule, a time extension equal to the delay created by the additional testing will be granted in accordance with Section 1-08.8. F. For all shafts determined to be unacceptable, the Contractor shall submit a plan for further investigation or remedial action to the Engineer for approval. All modifications to the dimensions of the shafts, as shown in the Plans, required by the investigation and remedial action plan shall be supported by calculations and working drawings as specified in Section 6-01.9. All investigation and remedial correction procedures and designs shall be submitted to the Engineer for approval. The Contractor shall not begin repair operations until receiving the Engineer's approval of the investigation and remedial action plan. 257 Special Provisions G. If the Engineer determines that the concrete placed under slurry for a given shaft is structurally inadequate, that shaft will be rejected. The placement of concrete under slurry shall be suspended until the Contractor submits to the Engineer written changes to the methods of shaft construction needed to prevent future structurally inadequate shafts, and receives the Engineer's written approval of the submittal. H. At the Engineer's request, the Contractor shall drill a corehole in any questionable quality shaft (as determined from crosshole sonic log testing and analysis or by observation of the Engineer) to explore the shaft condition. Prior to beginning coring, the Contractor shall submit the method and equipment used to drill and remove cores from shaft concrete to the Engineer and receives the Engineer's written approval. The coring method and equipment shall provide for complete core recovery and shall minimize abrasion and erosion of the core. If a defect is confirmed, the Contractor shall pay for all coring costs in accordance with Section 1-05.6. If no defect is encountered, the Contracting Agency will pay for all coring costs in accordance with Section 1-05.6, and, if the shaft construction is on the critical path of the Contractor's schedule, compensation for the delay will be granted by an appropriate time extension in accordance with Section 1-08.8. Materials and work necessary, including engineering analysis and redesign, to effect corrections for shaft defects shall be furnished to the Engineer's satisfaction at no additional cost to the Contracting Agency. I. All access tubes and cored holes shall be dewatered and filled with grout after tests are completed. The access tubes and cored holes shall be filled using grout tubes that extend to the bottom of the tube or hole or into the grout already placed. 6-19.4 Measurement 4.01 Measurement Measurement will be made as follows: 1. Soil excavation for shaft including haul will be measured by the cubic yards of shaft excavated. The cubic yards will be computed using the shaft diameter shown in the Plans, the top of shaft soil excavation, as defined below, and the bottom elevation shown in the Plans, unless adjusted by the Engineer, less all rock excavation measured as specified in item 2. Except as otherwise specified, the top of shaft soil excavation shall be at the top of the shaft elevation shown in the Plans. 2. Furnishing and placing temporary casing will be measured by the number of linear feet of required temporary casing, as specified in subsection 3.03.B of this Special Provision, installed within the limits shown in the Plans, plus additional length approved by the Engineer for temporary casing required to address field conditions as encountered. 258 Special Provisions 3. Concrete Class 4000P and lean concrete for shaft will be measured by the cubic yards of concrete in place. The cubic yards will be computed using the shaft diameter shown in the Plans, and the top and bottom elevations shown in the Plans, unless adjusted by the Engineer. 4. Steel reinforcing bar for shaft will be measured by the computed weight of all reinforcing steel in place, as shown in the Plans. Bracing for steel reinforcing bar cages shall be considered incidental to this item of work. 5. CSL access tube will be measured by the linear foot of tube furnished and installed. 6. CSL test will be measured once per shaft tested. 7. No specific unit of measure shall apply to the lump sum item of secant pile wall test section. 6-19.5 Payment 5.01 Payment Payment will be made, in accordance with Section 1-04.1, for the following bid items when they are included in the proposal: 1. "Soil Excavation For Shaft Including Haul", per cubic yard, including all costs in connection with furnishing, mixing, placing, maintaining, containing, collecting, and disposing of all mineral, synthetic, and water slurry and all costs in connection with any required dewatering of the shaft. The lump sum bid item for "Dewatering" in the proposal will not be used for dewatering of shafts. 2. "Furnishing & Placing Temp. Casing For Shaft", per linear foot, including all costs in connection with completely removing the casing after completing shaft construction. 3. "Lean Concrete For Shaft", per cubic yard. 4. "Conc. Class 4000P For Shaft", per cubic yard. 5. "St. Reinf. Bar For Shaft", per pound, including all costs in connection with furnishing and installing steel reinforcing bar spacers and centralizers. 6. "CSL Access Tube", per linear foot. 7. "CSL Test", per each shaft tested. 8. "Secant Pile Wall Test Section", lump sum. The lump sum Contract price for "Secant Pile Wall Test Section" shall be full pay for all labor, materials, and equipment necessary for constructing the test section and completing the CSL testing of the test section. 259 Special Provisions 6-20 DIAPHRAGM WALLS 6-20.1 Description This item of work shall consist of furnishing all materials, labor, tools, equipment, services and incidentals necessary to construct the diaphragm wall test section and the diaphragm wall alternative in accordance with the Plans, the Standard Specifications, and the Special Provisions. 6-20.2 Materials Materials shall meet the requirements of the following sections: Cement 9-01 Aggregates for Portland Cement Concrete 9-03.1 Waterstops 9-24 Steel Reinforcing Bar 9-07.2 Concrete Curing Materials and Admixtures 9-23 Fly Ash 9-23.9 Water 9-25 Access Tubes for Crosshole Sonic Log Testing A. Access tubes for crosshole sonic log testing shall be steel pipe of 0.145 inches minimum wall thickness and at least 1-1/2 inch inside diameter. B. The access tubes shall have a round, regular inside diameter free of defects and obstructions, including all pipe joints, in order to permit the free, unobstructed passage of 1.3 inch maximum diameter source and receiverprobes used for the crosshole sonic log tests. The access tubes shall be watertight, free from corrosion with clean internal and external faces to ensure good bond between the concrete and the access tubes. The access tubes shall be fitted with watertight threaded PVC caps on the bottom and the top. G rout A. Grout for filling the access tubes at the completion of the crosshole sonic log tests shall be a neat cement grout with a maximum water/cement ratio of 0.45. 6-20.3 Construction Requirements 6-20.3(1) Quality Assurance The Contractor shall: 1. Furnish specific notification, with at least one day's advance notice, for all diaphragm wall fabrication and installation operations. 2. Furnish material samples and access as required for testing. 260 Special Provisions 3. Furnish access and proper facilities, including scaffolding, temporary work platforms, hoisting facilities, as required for inspection of all diaphragm wall operations. 4. Provide storage facilities for concrete test cylinders. 5. Be responsible for all additional diaphragm wall inspection and testing as a consequence of the Work a) not evidencing compliance with this specification, b) performed with improper supervision, c) performed without prior notice, or d) performed contrary to standard construction practice. 6. Perform surveys, layouts, and measurements for Work. Conduct layout work to lines and levels required and record actual measurements of horizontal location, bottom and top elevations, deviations from required tolerances and other data required for Work. 7. Record and maintain information pertinent to work and cooperate with Engineer to provide data for required diaphragm wall reports. 8. Retain, at his own expense, the services of a qualified diaphragm wall consultant to advise him on all diaphragm wall construction techniques involved in this Work, including the design, checking and approving of diaphragm wall items pertinent to the Work, and construction methods for solution of problems that may be encountered during the prosecution of the Work. 9. The Contractor shall employ an independent testing organization to perform crosshole sonic log testing of specific panels selected in accordance with this Special Provision. 6-20.3(2) Diaphragm Wall Test Section 1. Prior to the start of the production diaphragm wall, the Contractor shall complete a diaphragm wall test section and obtain written approval of the test section from the Engineer. 2. The diaphragm wall test section shall consist of a minimum of two (2) adjacent panels in a straight line to duplicate a two panel section of the production wall. Each of the panels shall be a minimum of eight (8) feet in length and the total test section shall be a minimum of 16 feet in length. The width shall be three (3) feet. 3. The bottom of the panels shall be at elevation 1039.00 feet or lower and the top of the panels shall be at elevation 1059.00 feet or higher. 4. The location of the test section shall be as noted on sheet CS -01. It shall be the Contractor's responsibility to assure that the location of the diaphragm wall test section does not interfere with permanent structures to be installed later and that the location allows for the bottom seal test section to be completed as required elsewhere in these Special Provisions. None of the test sections shall be located within 50 feet of the north MLK, Jr. Blvd. sidewalk to prevent interference with the future MLK, Jr. Blvd. underpass pump system. 5. All requirements for constructing the two diaphragm wall panels shall conform to the Plans and these Special Provisions, except that reinforcing steel is not required. Installation of CSL tubes and waterstops are still required. 6. CSL testing shall be done per the requirements of this Special Provision. 7. The Contractor shall complete the diaphragm wall test section and CSL testing prior to submitting the submittals listed below and prior to the meeting in 6- 20.3(4) below. The submittals and the meeting shall incorporate the results of the test section. 261 Special Provisions 6-20.3(3) Submittals The Contractor shall submit: 1. Satisfactory proof of installer. qualifications. 2. Concrete mix design for the walls. 3. Shop drawings for the reinforcing steel. 4. Bentonite slurry mix proportions. 5. Description of installation procedures, sequences, panel layouts and provisions for temporary conditions. 6. Complete set of shop drawings for diaphragm wall panels and a complete set of procedures/sequences for diaphragm wall installation. 7. A description of the experienced specialty firm having a minimum of 5 years successful experience installing diaphragm walls of the same type required for this project, including the resume of the foreman of the installation team. 8. At least seven calendar days prior to beginning wall construction, the Contractor shall submit the name of the independent testing organization, and the names of the personnel, conducting the crosshole sonic log tests to the Engineer for approval. The submittal shall include documentation that the qualifications specified below are satisfied. The independent testing organization and the testing personnel shall meet the following minimum qualifications: a. The testing organization shall have performed crosshole sonic log tests on a minimum of five (5) deep foundation projects in the last two years. b. Personnel conducting the tests for the testing organization shall have a minimum of three (3) years experience in crosshole sonic log testing and interpretation. 6-20.3(4) Preparation The Contractor shall: 1. Review subsurface conditions encountered in the borings and test pit excavations 2. Establish temporary bench marks. 3. Establish line and level of diaphragm wall panels. The Contractor shall be entirely responsible for, and shall bear the entire cost of correcting all mislocated diaphragm wall panels or incorrect cutoff levels at top of diaphragm walls. The Contractor shall cooperate with others to locate utility lines, which might be cut or disturbed during diaphragm wall construction. The Contractor shall excavate pits near ends of lines to determine exact utility locations and review proposed Work with all utilities and arrange for removal, relocation, or disconnecting and capping of all lines. The Contractor shall be responsible for all costs incurred because of damage to utilities by its operations. Before commencement of operations, and after final Shop Drawings have been reviewed by the Engineer, the Contractor shall arrange for representatives responsible for diaphragm wall construction field procedures to meet with the Engineer and the Contractor to finalize all procedures relating to diaphragm wall construction. 262 Special Provisions 6-20.3(5) Installation Panel excavation equipment shall be capable of excavating slots to the required widths and depths within the subsurface conditions encountered in the borings and test pit excavations. Equipment shall provide for continuous excavation through all materials encountered. Provide a stable suspension of powdered bentonite in water that is adequate to support the trench side walls during excavation. The slurry shall not produce adverse effects on the tremie concrete in setting time, density or strength. Density of the slurry shall prevent the formation of excessive caking. The excavation shall be filled with a stable suspension of bentonite slurry at all times and excavating operations shall proceed through the slurry. Slurry shall be added, as required, to maintain its top level as excavation operations proceed. The slurry shall be continuously circulated and cleaned to remove excavated material. Desanding equipment shall be required in the slurry cleaning operations. The panel width of the wall shall result in a stable excavation condition and be such as to produce a monolithic wall with continuous concrete pouring. The vertical joints formed in the wall panels shall be interlocking and watertight. The joints shall be completely cleaned to establish good contact bond between adjacent surfaces. 6-20.3(6) Tolerances The plumb, alignment, and building of the roadside face of the wall shall be limited to a lateral distance of 6 -inches outward from the theoretical face at any point. All excess material shall be chipped at the Contractor's expense. The total out -of -plumb from the top of the wall to the bottom shall not exceed 1% of the height at any point in the wall. The Contractor shall accurately locate and secure reinforcing steel in place before, and dunng, placement of concrete. Add steel and spacers necessary to maintain the shape and location of reinforcing cages. Concrete skid spacers shall be provided on either side of the cage in order to hold the reinforcing away from the sides of the trench. The tolerance in placing the reinforcing steel shall be limited to +1- 1 -inch in a direction normal to the wall. 6-20.3(7) Placing Concrete Before placing concrete in the slurry filled trench, the joints of the next panels shall be thoroughly cleaned to obtain watertight bond. All loose debris shall be removed by a large capacity airlift system. Concreting shall not start until the Engineer has verified the required bearing capacity, cleanliness, and levelness of the bottom. Place concrete in the slurry -filled trench by the tremie method, in such a manner that the concrete displaces the slurry from bottom and rises in such a manner that mixing of concrete with the slurry does not occur. The concrete shall be placed through a top metal hopper and into a rigid leak proof tremie pipe, sufficiently large enough to permit free flow of concrete. Initially, there shall be a suitable plug at the bottom of the tremie 263 Special Provisions pipe, which will not discharge concrete until the concrete head has at least reached the top level of the slurry. Alternatively, a "pig" or "rabbit" can be placed in the tremie pipe, on top of the slurry, after the pipe has been set on the trench bottom. The "pig" separates the concrete from the slurry. The pipe should be filled with enough concrete before lifting off the bottom to release the "pig". Thereafter, a positive concrete head will be maintained throughout. The bottom of the tremie pipe shall remain in the concrete at least 5 feet and this depth shall be maintained throughout. The number of tremie pipes in each trench shall be determined from the requirement that the concrete level shall be kept horizontal during the pouring operations. No horizontal movement of the tremie shall be permitted. When the concrete approaches the top of the diaphragm wall, dowels shall be set for the required construction above the wall. The concreting of the panels shall proceed continuously to the top of the guide walls to produce a monolithic wall. Cold joints, should they occur, will have to be rendered watertight by grouting or some other means. The withdrawal of panel joint pipes used at the ends of the trench, shall be accomplished before the initial setting of concrete, and before any damage to the concrete is likely to occur. The concrete mix at the time of design shall be checked for setting time, and retarders added if required to delay the setting time. Unless retarders are added, the panel joint pipes shall be withdrawn no later than 45 minutes from the time of placing of concrete. Controlled, hydraulic jacking of end pipes may be required. 6-20.3(8) Diaphragm Wall Cleaning During earthwork • excavation and after the placement of the diaphragm wall, the Contractor shall clean the interior wall face using rakes, brushes, or air and water jetting to remove all bentonite caking and film materials. During this operation, the Contractor shall chip out all interior face wall bulges to within the stated tolerances, and structurally patch all voids, honeycombed areas, and areas of exposed reinforcing bars, to provide the required coverage for reinforcing and full wall thickness as indicated in the Plans. The Contractor shall also bring wall dowels to their final conditions and provide internal and external methods of sealing of the wall to a watertight condition. 6-20.3(9) Disposal of Spoils The Contractor shall clean and remove water, excavated soil, and bentonite slurry from the site and dispose of these materials. The cost of disposal of these materials shall be considered incidental to the construction of the diaphragm wall. 6-20.3(10) Access Tubes for Crosshole Sonic Log Testing A. The Contractor shall install access tubes for crosshole sonic log testing in all diaphragm wall panels to permit access for the crosshole sonic log test probes. B. The Contractor shall securely attach the access tubes to the interior of the reinforcement cage. Access tubes shall be located as shown in the Plans. The access tubes shall be placed inside the horizontal reinforcement and centered between vertical reinforcement. C. The access tubes shall be installed in straight alignment and as near to parallel to the vertical axis of the reinforcement cage as possible. The access tubes shall extend from the bottom of the reinforcement cage to at least two feet 264 Special Provisions above the top of the panel. Splice joints in the access tubes, if required to achieve full length access tubes, shall be watertight. The Contractor shall clear the access tubes of all debris and extraneous materials before installing the access tubes. Care shall be taken to prevent damaging the access tubes during reinforcement cage installation and concrete placement operations in the wall excavation. D. The access tubes shall be filled with potable water as soon as possible after concrete placement (but no later than one day after concrete placement), and the top watertight threaded PVC caps shall be reinstalled. 6-20.3(11) Nondestructive Testing of Panels (Crosshole Sonic Log Testing) A. The Contractor shall provide for crosshole sonic log testing and analysis on all completed panels. The testing and analysis shall be performed by the independent testing organization submitted by the Contractor and approved by the Engineer. The testing shall be performed after the wall concrete has cured at least 96 hours. Additional curing time prior to testing may be required if the concrete contains admixtures, such as set retarding admixture or water reducing admixture, added in accordance with Section 6-02.3(3). The additional curing time prior to testing required under these circumstances shall not be grounds for additional compensation or extension of time to the Contractor in accordance with Section 1-08.8. B. After placing the wall concrete and before beginning the crosshole sonic log testing, the Contractor shall inspect the access tubes. Each access tube that the test probe cannotpass through shall be replaced, at the Contractor's expense, with a two inch diameter hole cored through the concrete for the entire height of the panel. Unless directed otherwise by the Engineer, cored holes shall be located approximately six inches inside the reinforcement and shall not damage the reinforcement. Descriptions of inclusions and voids in cored holes shall be logged and a copy of the log shall be submitted to the Engineer. Findings from cored holes shall be preserved, identified as to location, and made available for inspection by the Engineer. C. The Contractor shall submit the results and analysis of the crosshole sonic log testing for each panel tested to the Engineer for review and approval. The Engineer will determine final acceptance of each panel, based on the crosshole sonic log test results and analysis for the tested panels, and will provide a response to the Contractor within three working days after receiving the test results and analysis submittal. D. The Contractor shall not commence subsequent panel pours until receiving the Engineer's approval and acceptance of the first panel, based on the results and analysis of the crosshole sonic log testing for the first panel. However, the Contractor may commence subsequent panel excavations prior to receiving the Engineer's approval and acceptance of the first panel. 265 Special Provisions E. If the Contractor requests, the Engineer may direct that additional testing be performed at a panel. If subsequent testing at a panel indicates the presence of a defect(s) in the panel, the testing costs and the delay costs resulting from the additional testing shall be borne by the Contractor in accordance with Section 1-05.6. If this additional testing indicates that the panel has no defect, the testing costs and the delay costs resulting from the additional testing will be paid by the Contracting Agency in accordance with Section 1-05.6, and, if the panel construction is on the critical path of the Contractor's schedule, a time extension equal to the delay created by the additional testing will be granted in accordance with Section 1-08.8. F. For all panels determined to be unacceptable, the Contractor shall submit a plan for further investigation or remedial action to the Engineer for approval. All modifications to the dimensions of the panels, as shown in the Plans, required by the investigation and remedial action plan shall be supported by calculations and working drawings as specified in Section 6-01.9. All investigation and remedial correction procedures and designs shall be submitted to the Engineer for approval. The Contractor shall not begin repair operations until receiving the Engineer's approval of the investigation and remedial action plan. G. If the Engineer determines that the concrete placed under slurry for a given panel is structurally inadequate, that panel will be rejected. The placement of concrete under slurry shall be suspended until the Contractor submits to the Engineer written changes to the methods of panel construction needed to prevent future structurally inadequate panels, and receives the Engineer's written approval of the submittal. H. At the Engineer's request, the Contractor shall drill a corehole in any questionable quality panel (as determined from crosshole sonic log testing and analysis or by observation of the Engineer) to explore the panel condition. Prior to beginning coring, the Contractor shall submit the method and equipment used to drill and remove cores from panel concrete to the Engineer and receives the Engineer's written approval. The coring method and equipment shall provide for complete core recovery and shall minimize abrasion and erosion of the core. If a defect is confirmed, the Contractor shall pay for all coring costs in accordance with Section 1-05.6. If no defect is encountered, the Contracting Agency will pay for all coring costs in accordance with Section 1-05.6, and, if the panel construction is on the critical path of the Contractor's schedule, compensation for the delay will be granted by an appropriate time extension in accordance with Section 1-08.8. Materials and work necessary, including engineering analysis and redesign, to effect corrections for panel defects shall be furnished to the Engineer's satisfaction at no additional cost to the Contracting Agency. I. All access tubes and cored holes shall be dewatered and filled with grout after tests are completed. The access tubes and cored holes shall be filled using grout tubes that extend to the bottom of the tube or hole or into the grout already placed. 266 Special Provisions 6-20.4 Measurement 1 Diaphragm walls will be measured by square foot of completed wall surface area on the roadside face, from bottom of wall excavation to top of completed diaphragm wall. The completed square footage of wall will be the sole measurement and no additional measurement or compensation will be made for any excess concrete or removal of excess concrete. 11 CSL test will be measured once per panel tested. No specific unit of measure shall apply to the lump sum item of diaphragm wall test 111 section. 6-20.5 Payment 1 "Diaphragm Wall", per square foot. The unit Contract price per square foot for "Diaphragm Wall" shall be full pay for all labor, materials(including reinforcement, waterstops, and CSL tubes), and equipment necessary to construct the wall to the dimensions shown in the Plans. "CSL. Test", per each panel tested. 3 "Diaphragm Wall Test Section", lump sum. The ump sum Contract price for "Diaphragm Wall Test Section" shall be full pay for all 1 labor, materials, and equipment necessary for constructing the test section and completing the CSL testing of the test section. 6-21 WET WELL SHORING 1 6-21.1 Description This item of work shall consist of furnishing all materials, labor, tools, equipment, services and incidentals necessary to construct shoring for the wet well in accordance with the Plans, the Standard Specifications, and the Special Provisions. 6-21.3 Construction Requirements The Contractor shall submit a method for installing, and removing if necessary, the wet well shoring for approval by the Engineer. The assumed, but not required method is as follovvs: 1. Oscillate in a temporary casing centered on the center of the wet well down to the bottom elevation of the concrete buoyancy plug. 2. Remove soil from within the temporary casing. 3. Place a permanent casing inside the temporary casing, leaving some annular space 1' between the two casings, to at least above the groundwater elevation. 267 Special Provisions 1 4. Pull temporary casing while filling the annular space between the permanent casing and the adjacent soil with lean concrete or some other self -compacting material. 5. Fill the bottom of the permanent casing with a concrete plug to a thickness designed by the Contractor and approved by the Engineer. 6. Pump water out of the hole. This dewatering shall be considered incidental to the wet well shoring. The lump sum bid item for "Dewatering" in the proposal will not be used for dewatering of the wet well shoring. 7. Add compacted gravel on top of the concrete plug. 8. Install precast manhole. 9. Fill annular space between the permanent casing and the manhole with lean concrete. 6-21.4 Measurement No specific unit of measure shall apply to the lump sum item of wet well shoring. 6-21.5 Payment Payment will be made in accordance with Section 1-04.1, for the following Bid item when it is included in the proposal: "Wet Well Shoring", lump sum. The lump sum Contract price for "Wet Well Shoring" shall be full pay for all labor, materials, and equipment necessary for constructing the wet well shoring, including, but not limited to, all costs for furnishing and installing temporary and permanent casing, excavating soil within and above the casing, furnishing and placing concrete and/or other backfill, and dewatering within the shoring. 6-22 ANTIGRAFFITI COATING 6-22.1 Description This work consists of applying antigraffiti coating to the concrete designated in the Contract Plans. 6-22.2 Material The antigraffiti coating shall be clear, non -glossy, and shall not alter the concrete surface color. All antigraffiti products used on this project must also be non-toxic. 1. Expels #5 manufactured by Mr. Graffiti, P.O. Box 13323, Portland, OR 97213, 800/752-9503. 2. Graffiti-PruF manufactured by Lundeen Simonson, 615 Seventh Avenue, Kirkland, WA 98033, 425/827-6464. 3. Bio -Graffiti Shield-xx distributed by Tiburon Marketing, Inc., P.O. Box 1793, Everett, WA 98206-1793, 425/252-9737 268 Special Provisions 11 6-22.3 Construction Requirements 11 All surfaces as designated in the Plans shall receive an antigraffiti coating after the pigmented sealer has been applied and cured, as recommended by the manufacturer. The surface shall be dry, clean, and prepared in accordance with the manufacturer's written instructions. The Contractor shall submit four copies of the manufacturer's written instructions. 1 The antigraffiti coating shall be applied in accordance with the manufacturer's written instructions for application, qualification of the applicator, rate of application, and number of coats to apply. Antigraffiti coating shall not be applied upon damp surfaces, nor shall it be applied when the air is misty, or otherwise unsatisfactory for the work, in the opinion of the manufacturer or the Engineer. The final appearance shall have an even and uniform color acceptable to the Engineer. 6-22.5 Payment 1111 The cost of antigraffiti coating shall be considered incidental to the construction of the concrete surfaces as shown in the Plans. 6-23 FIBER OPTIC RELOCATION 6-23.1 Description This work consists of relocating existing fiber optic lines to a steel box beam as designated in the Contract Plans. J� 6-23.2 Material Materials shall meet the requirements of the following sections: Structural Steel 9-06 11 6-23.3 Construction Requirements 11 Contractor shall coordinate fiber optic relocation work with the fiber optic companies. 6-23.4 Measurement 1 No specific unit of measure will apply to the lump sum item for fiber optic relocation. 6-23.5 Payment "Fiber Optic Relocation", per lump sum. �. The lump sum Contract Price for "Fiber Optic Relocation" shall be full pay for all costs for coordinating with the fiber optic companies, developing and proposing an alternate diaphragm wall section (if needed), all temporary shoring and gravel backfill, and furnishing and installing the steel box beam for the relocated fiber optic lines. 269 Special Provisions 1 6-24 BOTTOM SEAL 6-24.1(1) Description This work consists of designing and constructing a bottom seal to limit water infiltration into the proposed roadway underpass and to serve as a strut/brace for the toe of the sidewalls of the underpass. The sidewalls of the underpass are to be constructed using secant pile or diaphragm walls. All work shall conform to the requirements of the Contract Plans and these Special Provisions. The bottom seal may be constructed using either jet grouting or permeation grouting. The Contractor shall be responsible for both the design and the construction of either a jet grouted bottom seal or a permeation grouted bottom seal in the locations and types of application shown on the Plans. This work shall also include the preparation and execution of a test program to demonstrate that the production seal will have the properties, required in the design. Lastly, this work will also include ground improvement between the sidewall and the wet well to limit groundwater infiltrationduringdrilling between the underpass and wet well. A work plan covering all aspects of thebottom seal construction shall be submitted to the Engineer for review and approval. This work plan shall be submitted prior to constructing the test program and it shall be revised and resubmitted to the Engineer for review and approval after sampling and testing of the test sections. 6-24.1(2) Performance Criteria — Jet Grouting and Permeation Grouting 1. The bottom seal shall meet the minimum geometry extents as shown in the plans. 2. The weight of the bottom seal shall be equal to 1.1 times the buoyant uplift force of the groundwater acting on the bottom of the seal at all locations. The buoyant uplift force shall be based on a maximum groundwater elevation of 1058.00'. Only the weight of the bottom seal shall be used to counteract buoyant uplift; no surfacing or. pavement above the seal shall be included in the calculation nor shall any friction with the sidewalls be included. The Contractor shall determine the required thickness of the bottom seal based on the anticipated density of the bottom seal and then shall confirm that density through testing of the test sections and production bottom seal. 3. The minimum unconfined compressive strength of the bottom seal at 28 days for structural bracing/strutting functions shall be 300 pounds per square inch (psi). Higher compressive strengths are acceptable if required to meet non-structural functional requirements. 4. The maximum groundwater inflow into the entire underpass shall not exceed 100 gallons per minute (GPM). This groundwater inflow is through the bottom seal, through the walls, and/or through the joints between the bottom seal and the walls. See section 6-25 of these Special Provisions for further details on this inflow requirement. 5. The maximum groundwater inflow within any 10 foot by 10 foot area of the surface of the bottom seal shall be 10 GPM. 270 Special Provisions 6-24.2(1) Material — Jet Grouting Materials for jet grouting shall meet the requirements of the following sections: Portland Cement, Type I or Type II Water Concrete Admixtures 9-01 9-25 9-23 Grout Mix shall be as required to provide the completion of the jet -grouted columns as defined by these special provisions, and as verified by test results from the test program. 6-24.2(2) Material — Permeation Grouting Materials for permeation grouting shall meet the requirements of the following sections: Portland Cement, Type I or Type II 9-01 Water 9-25 Flyash 9-23.9 Concrete Admixtures 9-23 A. General Two mix designs shall be utilized for permeation grouting. 1. Cement Slurry Grout The mix design shall provide a stable grout with a minimum unconfined compressive strength of 75 psi at 7 days. 2. Ultrafine Cement Slurry Grout The mix design shall provide a stable grout capable of penetrating gravel and cobbles with a sand matrix containing less than 5 percent passing the #200 sieve. The ultrafine cement grout shall have an unconfined compressive strength of 75 psi at 7 days. All particulate components of the mix shall have a mean particle size of 3 to 4 microns, with a maximum particle size of 10 microns. B. Cement Cement for grouting purposes may be supplied either in sacks or in bulk, provided the Contractor uses satisfactory batching, handling, supplying and storing procedures to avoid compromise by moisture or other contaminants. A sufficient cement volume shall be kept in store next to the grouting station so that at no time will there be any delay or interruption in the grouting process due to a lack of cement or other component. The storage location and available amount of cement at the site shall be established by the Contractor in compliance with the requirements of the Work and subject to the approval of the Engineer. The Contractor shall provide certificates to the Engineer for each batch 271 Special Provisions i1 delivery of cement to the site and each batch shall be appropriately and uniquely identified to the satisfaction of the Engineer. Cement that has become wet in storage or is more than five weeks old in site storage shall not be used in the Work. C. Special Mixes The use of other specialized mixes or formulations shall be subject to the review of and approval by the Engineer. Specific test data and manufacturer's assurances of performance shall be submitted 2 weeks prior to use of such products. D. Superplasticizer Additive To reduce grout mix viscosity and cohesion and increase penetrability, superplasticizer additives may be used in the Work, as required. The type and amount of additive 11 expressed as a percentage of weight of cement shall be established prior to any injection, according to cement -additive compatibility test results, among other tests 11 required by and performed to the satisfaction of the Engineer. The Contractor shall provide the Engineer with various additive samples as well as information on previous experience in their use in similar work and any other information considered necessary to ascertain the best product and its applicability to the Work. The product shall be supplied, handled, and stored in compliance with the manufacturer's recommendations. E. Other additives It is possible that aside from superplasticizers, other additives could be required, such as accelerators, viscosity modifiers, retarders, inert fillers, volcanic ash or expanders. Such materials shall be products of proved quality and shall be subjected to the same acceptance trial requirements as superplasticizer products. F. Grout Delivery Pipes and Fittings The pipes to deliver the grout mix from the plant or the pump to the grout hole, the casings, the packers and couplings used in the grouting process shall be black schedule 40 type or approved equivalent. The delivery pipes and fittings used in grouting shall withstand the maximum specified pressure for each type of grout. 6-24.3 Construction Requirements — Jet Grouting and Permeation Grouting I' The Contractor shall construct the bottom seal to provide the finished grade profile shown in the Plans. In addition, the Contractor shall provide a deepened bottom seal at the locations of storm drain and catch basin excavations and a grout plug area able to be drilled through for the pipe to the wet well. 6-24.3(1) Construction Requirements — Sampling and Testing — Jet jj Grouting and Permeation Grouting li As part of the Contractor's work plan, the Contractor shall detail the types (including testing standard references) and frequency of sampling and testing to confirm the properties of the test sections and the production bottom seal. Sampling and testing 11 shall be used to confirm, at a minimum: 1� 272 Special Provisions 1. Grout slurry density, compressive strength, elastic modulus, and permeability at time of injection and at various ages 2. Soilcrete spoils density, compressive strength, elastic modulus, and permeability at time of injection and at various ages (for jet grouting only) 3. In situ density, compressive strength, elastic modulus, and permeability The Contractor's design shall clearly state the target values for each of these items and the reasoning for selecting those values. The Contractor's work plan shall prescribe the corrective actions to be taken if sampling and testing results do not meet the target values. 6-243(2) Construction Requirements — Jet Grouting 6-24.3(2)A Quality Assurance — Jet Grouting Uniformity of grout mixture shall be measured by the Contractor by taking unit weight (density) measurements of the mixed grout by mud balance, taken at the mix plant. Frequency shall be at least one measurement per 2,000 gallons of grout mixed and pumped. Appropriate records shall be kept by the Contractor and submitted to the Engineer to verify that grout mixture(s) are as accepted. 6-24„3(2)B Qualifications of Contractor and Proposed Staff — Jet Grouting The Contractor or its Subcontractor who will perform the permeation grouting shall submit with the Work Plan a Corporate Resume containing at least five past projects that have been performed with the following similarities to the proposed Work: 1. Subsurface conditions; 2. Technical specifications; 3. Contract value; and 4. Drilling depths and grout quantities. Each project described should contain: 1. Project name and location; 2. Owner's name, phone and contact person; 3. Design Engineers' name, phone and contact person; 4. Contract value; and 5. Short, descriptive analysis of the project, conditions, and results The on-site representatives of the Contractor shall have at least five years experience supervising this type of Work. Such representatives shall also have at least one year of gainful employment with the contracting firm performing the work and have performed/supervised at least one of the five projects listed above to assure full and competent knowledge of the Contractor's equipment, personnel, procedures, etc. In addition, the on-site representatives of the Contractor shall have sufficient experience and knowledge in performing/supervising this type of work to evaluate incoming data, troubleshoot the wide variety of problems/situations inherent to this type of work, and communicate with the Engineer regarding job status. The on-site representative shall be present at the work site at all times during the grouting operations. 273 Special Provisions The on-site representatives of the Contractor shall have at least five years experience supervising this type of Work. Such representatives shall also have at least one year of gainful employment with the contracting firm performing the work to assure full and competent knowledge of the Contractor's equipment, personnel, procedures, etc. In addition, the on-site representatives of the Contractor shall have sufficient experience and knowledge in performing/supervising this type of work to evaluate incoming data, troubleshoot the wide variety of problems/situations inherent to this type of work, and communicate with the Engineer regarding job status. On site representatives of the Contractor meeting these requirements shall include the following full-time dedicated staff for each shift worked: 1. Grouting engineer (technician); 2. Grouting superintendent; 3. Grouting foreman; and 4. Grout header man. The Contractor shall submit a list of all technical and supervisory personnel that will be assigned to this Work, including length of employment, experience, work resume, any specialized education, and training history. Any change of personnel during the performance of any phase of this Contract will be subject to the approval of the Engineer. 6-24.3(2)C Submittals — Jet Grouting The jet grouting layout and design shall be performed and sealed by a registered engineer under direct contract with the Jet Grouting Contractor. The design engineer shall have at least three past jet grouting projects that are similar to the Proposed Work. These jet grouting design drawings shall be the basis for all work performed by the Contractor to install jet grouting. The engineer's design shall be included with the work plan submittal described below. The Contractor or his Subcontractor shall provide a detailed work plan including working drawings and method descriptions, computations, and presenting the following information for review and approval: 1. Plant, equipment, and material descriptions. 2. Arrangement of grout mixing and injection equipment, location of grout columns, and other necessary details and calculations. 3. Sequence of grout column installation. 4. Grout mix design, sources of mix materials, and material data demonstrating compliance with requirements as given herein. 5. Instrumentation plan for installation of heave/settlement instruments to monitor heave and/or settlement of adjacent improvements. 6. Layout and procedures for test program to establish optimum jet grouting parameters. 274 Special Provisions 7. Daily reports during the performance of test and production jet grouting providing the information listed below. A sample of the report form proposed for use by the Contractor shall be submitted to the Engineer for approval prior to the start of work. a) Jet grout column number. b) Time and date of beginning and completion of each grout column. c) Grout mix data, including mix proportions and specific gravity measurements. d) Grout pumping pressures used to construct each grout column. e) Grout flow rates for each grout column. f) Rates of rotation and withdrawal of jet rods for each grout column. g) Total grout quantity used for each column. 8. Sampling and testing procedures. 6-24.3(2)D Equipment — Jet Grouting A. General Spare parts and/or equipment shall be available on site to maintain jet grouting equipment in satisfactory conditions at all times during execution of the jet grouting work. B. Drilling Equipment The drilling equipment provided by the Contractor shall be of a type and capacity suitable for advancing the jet pipes to the depth required, and shall provide that control necessary to slowly rotate and withdraw the jet pipes at those rates determined necessary for the formation of the jet grouted column. Equipment shall be capable of working in limited headroom conditions as required by this project. C. Grouting Equipment 1. Mixer(s): Grout mixers, holding tanks, and associated equipment shall be of a type and -capacity for continuously producing a uniform grout mixture at the times, and in the quantities, required for timely prosecution of the work. 2. Jet Grouting Pump(s): High pressure pumps capable of delivering grout at the flow rates and pressures required for injection performance of the work in accordance with these specifications, and at a minimum pressure of 7000 psi. 6-24.3(2)E Execution— Jet Grouting 1. Installation Drill holes shall be advanced at the locations and to the design depth as shown on the jet grout Contractor's design drawings. Any field modifications must be approved by the Engineer. An appropriate device shall be seated at the end of the jet pipes to initiate later flow through jet nozzles located on the sides of the jet pipes. Grout, soil, and water spoil return shall be contained and disposed of by the Contractor. The drilling and grouting sequence shall be such that an adequate distance is left between the freshly installed columns and any previously installed adjacent or nearby 275 Special Provisions columns unless adjacent columns are drilled with a water/cement mixture. A minimum set time of eight hours shall be provided before installing an adjacent column, except where adjacent columns are drilled with a water/cement mixture. All columns adjacent to the side walls and at a depth below the bottom of the side walls shall have a minimum set time of twelve hours regardless of whether they are drilled with a water/cement mixture. 2. Test Program Prior to production work, a test program shall be conducted by the Contractor in accordance with the work plan submitted by the Contractor and approved by the Engineer. The test program shall be used to optimize the various parameters including jet grout system, column spacing, grout mix, grout pressures, rotational speed, lifting rate, grout flow rate, number and size of grout jet nozzles, and drilling methods. The test program and its results will be observed and reviewed by the Engineer. The test section shall be installed in the area indicated on sheet CS -01. At a minimum, the Contractor shall construct six test sections consisting of at least 3 jet grout columns each in a triangular arrangement. At least two of these test sections shall be adjacent to the secant pile or diaphragm wall test section. The top of the test sections shallbe no lower than elevation 1046.00' and the bottom of the test sections shall be no higher than elevation 1031.00'. The test sections shall vary the parameters listed above in order to optimize the design of the production grouting. Testing and sampling of the test sections will be done in accordance with section 6-24.3(1) above and the Contractor's approved work plan. Subject to the results of the test program, the Engineer may require the Contractor to modify in the jet grout column production to achieve satisfactory results and construct additional test sections to verify that the contractor's proposed modifications have addressed any concerns with the proposed production methods. 3. Production Work Use the same equipment, materials, and procedures as those determined in the test program to perform production jet grouting work as described herein. 6-24.3(3) 6-24.3(3)A Construction Requirements — Permeation Grouting Quality Assurance — Permeation Grouting The Contractor shall submit a Quality Control Plan, covering all operations and the field quality control to be performed by the Contractor. The Contractor shall notify the Engineer three calendar days before performing drilling and permeation grout installation. The Contractor shall provide the Engineer with permeation grout and casing installation logs within 24 hours of the end of each work shift. The Contractor shall employ special equipment, surveys, and procedures as necessary to ensure and verify that the grout holes are plumb within specified tolerances. Accuracy of the horizontalposition of grout holes at the ground surface shall be within 2 -inches in 276 Special Provisions any direction. The variation from vertical plumb of the grout holes shall not exceed one percent. 6-24.3(3)B Qualifications of Contractor and Proposed Staff — Permeation Grouting The Contractor or its Subcontractor who will perform the permeation grouting shall submit with the Work Plan a Corporate Resume containing at least five past projects that have been performed with the following similarities to the proposed Work: 1. Subsurface conditions; 2. Technical specifications; 3. Contract value; and 4. Drilling depths and grout quantities. Each project described should contain: 1. Project name and location; 2. Owner's name, phone and contact person; 3. Design Engineers' name, phone and contact person; 4. Contract value; and 5. Short, descriptive analysis of the project, conditions, and results The on-site representatives of the Contractor shall have at least five years experience supervising this type of Work. Such representatives shall also have at least one year of gainful employment with the contracting firm performing the work and have performed/supervised at least one of the five projects listed above to assure full and competent knowledge of the Contractor's equipment, personnel, procedures, etc. In addition, the on-site representatives of the Contractor shall have sufficient experience and knowledge in performing/supervising this type of work to evaluate incoming data, troubleshoot the wide variety of problems/situations inherent to this type of work, and communicate with the Engineer regarding job status. The on-site representative shall be present at the work site at all times during the grouting operations. On site representatives of the Contractor meeting these requirements shall include the following full-time dedicated staff for each shift worked: 1. Grouting engineer (technician); 2. Grouting superintendent; 3. Grouting foreman; and 4. Grout header man. The Contractor shall submit a list of all technical and supervisory personnel that will be assigned to this Work, including length of employment, experience, work resume, any specialized education, and training history. Any change of personnel during the performance of any phase of this Contract will be subject to the approval of the Engineer. 6-24.3(3)C Submittals — Permeation Grouting The permeation grouting layout and design shall be performed and sealed by a registered engineer under direct contract with the Permeation Grouting Contractor. The 277 Special Provisions design engineer shall have at least three past permeation grouting projects that are similar to the Proposed Work. These permeation grouting design drawings shall be the basis for all work performed by the Contractor to install permeation grouting. The engineer's design shall be included with the work plan submittal described below. The Contractor or his Subcontractor shall submit a detailed Work Plan for review and approval. The Work Plan shall describe the equipment, layout of grout points, general construction procedure, sequence of work, schedule for installation of permeation grouting, test program, sampling and testing procedures, and all required associated work to be performed in accordance with the Contract Documents. The Work Plan shall include permeation grout staging to be pumped for primary, secondary, and tertiary points. The Work Plan shall include the Contractor's survey control plan of all permeation grouting locations. The Contractor shall provide certificates to the Engineer, for each batch delivery of materials to the site and each batch shall be appropriately and uniquely identified to the satisfaction of the Engineer. The Contractor shall submit the permeation grout log and installation Togs for review and approval by the Engineer. The permeation logs shall include point location, grout stage, quantity injected, injection pressure, and pumping rate. Casing installation logs shall include grout point location, grout point use (primary, secondary, tertiary, and check hole), installation technique, and total depth. The Contractor shall submit complete descriptions and operating information for equipment to perform the specified work, and shall submit the Permeation Grout Installation Procedures. 6-24.3(3)D Equipment — Permeation Grouting A. Drilling Equipment The Contractor shall supply all drilling equipment, fittings, and appurtenances to carry out the various types of drilling. The equipment shall be capable of drilling to the specified depths and angles to achieve the locations shown on the permeation grouting contractors design drawings, or as directed by the Engineer. No less than 7 days before the Contractor plans to ship the drilling equipment to the site, the Contractor shall submit for approval by the Engineer, all detailed information concerning such equipment. The Contractor shall keep in stock replacement of the most vulnerable parts of the drilling equipment. If, during the performance of the Work, the equipment or the materials prove insufficient or of inappropriate characteristics for the Work, the Contractor shall furnish additional or alternate equipment as directed by the Engineer. The Contractor will be granted no time extensions nor any right to additional payment associated with providing required additional equipment or replacement of any equipment or part thereof. Grout holes may be drilled by rotary or wet percussion methods. 278 Special Provisions Drill rigs shall be of sufficient power and versatility to bore holes at any angle (bearing and azimuth), to depths shown on the permeation grouting contractor's design drawings or as specified by the Engineer. Drilling shall be deemed to include pre -washing or flushing of the holes with clean wash water to ensure all drill cuttings are removed. Dry drilling shall not be carried out, unless directed by the Engineer. Foam injection may be required if cuttings cannot be flushed with air and water alone. The Contractor shall have at hand all necessary drilling accessories and fittings and shall use accepted drilling methods. The Contractor shall supply equipment capable of advancing the casing through overburden, soil and other natural obstructions to the specified depth or as needed to meet the Contract objectives. Any damage caused by the Contractor's operations shall be repaired at the Contractor's expense. Drill deviation shall be monitored by the Contractor. The maximum drill hole deviation shall be less than one percent from the planned orientation. Grout casing shall be steel casing having a minimum inside diameter of 2 inches. The casing shall be capable of maintaining the hole and withstanding the required pull-back pressures without separating. The casing shall be flush -coupled and be capable of unobstructed flow out the tip, or a minimum 2 inch diameter unobstructed extrusion flow, and shall adequately handle the specified low slump material without clogging. All casing shall be flush joint threaded or a single piece tubing to provide a smooth inner wall and unobstructed inside diameter. Casing shall be installed such that grout material will not travel in the annulus area between the casing and adjacent ground and escape at the surface when pumped. The casing retrieval system shall have appropriate pulling capacity to withdraw the grout casing in controlled stages. Any holes or casings lost during the course of the project due to the inability of the Contractor to pull the casing shall be at the Contractor's expense. The casing shall be installed while drilling and shall be suitable for use for permeation grouting, compaction grouting, check hole grouting and hydraulic conductivity testing. The lengths of the casings and casing retrieval system shall accommodate overhead constraints. B. Grouting and Monitoring Equipment No Tess than 7 days before the Contractor plans to ship the grouting equipment and fittings to the site, the Contractor shall submit for approval by the Engineer all detailed information concerning such equipment. If, during the performance of the Work, the equipment or the materials prove insufficient or of inappropriate characteristics for the Work, the Contractor shall furnish additional or alternate equipment as directed by the Engineer. The Contractor will be granted no time extensions nor any right to additional payrnent associated with providing required additional equipment or replacement of any equipment or part thereof. The grouting equipment to be provided shall include an effective and exact batching and mixing mechanism and precision gauges and shall be able to keep admixtures in suspension; it shall supply and pump the grout mix to and within the holes in a continuous and uninterrupted manner and at specified constant pressures. Each set of grouting equipment provided for the Work shall include at least the following: 279 Special Provisions 1. One main and one stand-by constant cavity positive displacement (Moyno- type) pump per grouting station or one main and one standby double acting reciprocating piston (Peroni-type) pump per grouting station, fitted with pressure damping cylinders. Each of the pumps, whether hydraulic or air -driven, shall be of a capacity suitable for operating at an effective discharge pressure of 300 psi, to pump and inject design grout mixes at a flow of no less than 15 gpm at the maximum specified pressure, at the flow indicated in the pump's yield curve. Pumps shall have sufficient capacity to operate effectively at low pressure and with no more than 5 percent variation in the grouting pressure. A fitting shall be installed at the pump intake to supply the required flushing water for clearing of the pipes and grout holes, plus a by-pass system connecting the pump discharge to the tank. The pump shall be provided with interconnecting pipes and valves to permit immediate transfer if necessary to the stand-by equipment to ensure uninterrupted grouting. 2. A high shear colloidal mixer capable of thoroughly mixing grout components. The mixer shall be provided with a device capable of accurately measuring (in gallons) the amount of the various ingredients and shall be of sufficient capacity to ensure that the grout pumps do not run dry when grouting at the maximum specified flow rate. 3. A sump tank (agitator) with the ability for keeping in suspension all solid materials contained in the mixture. It shall be provided with sieves that allow retaining and removing from the mixer any hardened grout or unwanted material on a #100 sieve when using grout mixes. The capacity of the agitator shall not be Tess than that required for the mixer. Although the injected volume may be computer -controlled, the sump tank shall be calibrated in gallons as a backup check of the volume injected. In general, the tank shall be placed within 100 feet of the hole being injected. • 4. All valves, flow meters, pressure hoses, pipes, casings, packers, plugs, fittings, and necessary tools to perform the grouting works. All of the equipment shall be appropriate for electrical hookup for continuous computer controlled monitoring. The Contractor shall also furnish a high -precision standard gauge complete with gauge saver to check and calibrate all working gauges along the grouting network. This calibration gauge shall not be used in routing grouting operations. Also, the Contractor shall supply valves and relief valves to prevent the design maximum pressures being exceeded. 5. The Contractor shall be familiar with and provide methods at the grouting site for achieving continuous real-time control of the grouting process, which he shall operate under supervision of the Engineer. Although primary control may be computer-based, meters shall also be provided along the grouting network at locations suitable for visual inspection. The grouting equipment shall be arranged such as to provide a continuous circulation of a grout mix of uniform consistency along the circuit, allowing exact control of pressure and flow. The equipment shall include a double -circuit circulation system whereby one line supplies the grout mix from the pump to the collar of the hole, and the other returns the grout back to the sump tank. The grouting header to feed the grout mix within the hole shall include the supply coupling, a valve coupling to a hole and a return pipeline with a valve. The return 280 Special Provisions line shall allow grout to flow through a 0.1 -in. mesh screen -basket into the agitator tank, to remove grout chips and foreign matter. The system shall include two high precision digital or analogue or glycerin -type gauges (manometers) or approved equivalent with appropriate pressure ranges, one of which shall be located at the pump's outlet and the other at the header coupling with the hole control valve for indication of the grout mix supply and refusal pressures. Each grouting station shall include Targe enough storage facilities to supply the required grout components without interruptions during the grouting process. The grouting equipment and the materials shall have adequate weather protection. When batching grout, grout shall not be retained in the agitator tank for more than 2 hours. Any pre -mixed grout older than this shall be discarded. C. Communications System The Contractor shall provide a communications system interconnecting all grouting points with the mixing plant. Such a system shall be in place and fully functional to the satisfaction of the Engineer before any grouting work begins. 6-24.3(3)E Execution— Permeation Grouting 1. Drilling Grout holes and Check Holes shall be drilled at the locations, depths, and diameters shown on the Permeation Grouting design drawings. Grout Holes and Check Holes shall accommodate casing with a minimum inside diameter of 2 inches. The maximum allowed deviation at the bottom of a grout hole shall be one percent of total hole length. If deviations exceed this percentage, the affected holes shall be filled with thick grout and new holes re -drilled to acceptable tolerances, at no additional cost to the Contracting Agency, and subject to approval of the Engineer. To ensure compliance, the Contractor shall routinely survey all primary, secondary, and tertiary series holes using Sperry Sun or Eastman multishot, inclinometer, or other suitable borehole survey device. Data on borehole surveys shall be supplied to the Engineer within 1 day of the survey as x,y plan and x,z and y,z profiles. Holes for grouting or checking shall be wet percussion or rotary drilled. Driven casing will be allowed if it can be demonstrated in the field to the satisfaction of the Engineer that the casing can be installed within specified tolerances. During such drilling, records of return flow shall be estimated and recorded in the field notes for each run. The Contractor shall collect the recirculated flush and cuttings in a Tined pit or equivalent. Drilling fluid within the zone to be grouted shall not inhibit the subsequent permeation grouting. The Contractor shall take all necessary precautions during the drilling to prevent the holes from being clogged or obstructed, if necessary by fitting a cap or plug or other suitable device to the top of the hole. Any hole which becomes clogged or obstructed before completion of operations shall be cleared and cleaned properly, or the hole filled 281 Special Provisions with backfill grout and another hole drilled adjacent to that hole at the expense of the Contractor. All Grout Holes and Check Holes shall be tagged in a logical and sequential manner for proper identification. Each tag shall be installed immediately on completion of drilling and have a distinctive color and number as approved by the Engineer. During the drilling process, the Contractor shall keep various records that include information regarding daily advancement rates, problems encountered, suspensions and their cause, staff employed on the drilling and grouting and any other records. All such records will be signed on a daily basis by both Contractor and the grouting engineer. Check holes for permeability testing shall be drilled and cased to depths shown on the Permeation Grouting design drawings. If any hole becomes plugged with grout due to adjacent grouting operations carried out within 24 hours, the hole shall either be reamed out or filled with backfill grout and a new hole drilled at no additional cost to the Contracting Agency. Before hydraulic conductivity testing or grouting of any hole is started, each hole shall be thoroughly flushed with clean water for at least 5 minutes to remove drill cuttings. Such flushing shall be carried out using a pipe inserted to the bottom of the hole. A hole will be considered clean when the return water is clear and free of cuttings, to the satisfaction of the Engineer. 2. Permeation Grouting Permeation grouting shall be accomplished at locations, depths, angles, and spacing shown on the Permeation Grouting design drawings. Primary injection points shall be installed at alternating point locations. Secondary points shall be installed midway between primary points. Tertiary points shall be installed.. midway between both primary and secondary points. Permeation grouting shall be accomplished through installed casing, at intervals as specified in the Contractor's approved submittal. Grouting at a location, once commenced, shall be completed without stoppage. In case of breakdown of equipment, the Contractor shall wash out the grouting system to ensure fresh grout and adequate penetration will occur upon restarting the grouting operation. 3. General Grouting Procedure While grouting is proceeding, the Contractor shall watch for leakage of grout. If Teaks occur through one or more drilled holes pending injection, the Engineer may direct the Contractor to simultaneously inject such holes. The Contractor must be prepared to inject up to four holes this way. In the course of all grouting operations the Contractor shall take all necessary precautions to avoid clogging of the delivery pipes and fittings, by keeping a continuous flow in the return line and by periodically washing and flushing the entire system with water. After primary holes have been grouted, secondary, and for inboard rows, tertiary holes are required to be grouted in specified sequence. For all drilling and subsequent grouting of these higher stage holes a minimum interval of 12 hours shall elapse before 282 Special Provisions drilling and grouting additional holes within a single line which have been previously drilled or grouted. The Contractor shall take suitable measures to prevent grouting of any packers into the holes and shall take all necessary precautions throughout the work to prevent grout setting in any hole prior to the completion of the hole. 4. Test Program Prior to production work, a test program shall be conducted by the Contractor .in accordance with the work plan' submitted by the Contractor and approved by the Engineer. The test program shall be used to optimize the various parameters including permeation grout system, drill spacing, grout mix, grout pressures, grout flow rate, number and size of grout nozzles, and drilling methods. The test program and its results will be observed and reviewed by the Engineer. The test program shall be installed in the area indicated on sheet CS -01. At a minimum, the Contractor shall construct six test sections consisting of at least 20 square feet plan area each. At least two of these test sections shall be adjacent to the secant pile or diaphragm wall test section. The top of the test sections shall be no lower than elevation 1046.00' and the bottom of the test sections shall be no higher than elevation 1031.00'. The test sections shall vary the parameters listed above in order to optimize the design of the production grouting. Testing and sampling of the test sections will be done in accordance with section 6-24.3(1) above and the Contractor's approved work plan. Subject to the results of the test program, the Engineer may require modifications in the permeation grout production to achieve satisfactory results. 6-24.4 Measurement — Jet Grouting and Permeation Grouting No specific unit of measurement shall apply to the lump sum item of bottom seal. 6-24.5 Payment — Jet Grouting and Permeation Grouting The Contractor shall base his bid on either using jet grouting or permeation grouting to construct the bottom seal. At least the two apparent low bidders will be required to complete the Responsible Bidder Determination Form in the appendices, including indicating which technique the Contractor intends to use and including the relevant experience for that technique. "Bottom Seal", lump sum. The lump sum Contract Price for "Bottom Seal" shall be full pay for all costs for all labor, mal.erials, and equipment necessary to construct the bottom seal and soil improvement to drill through as shown in the Plans, including containment, haul, and disposal of spoils material and/or cuttings. 283 Special Provisions "Bottom Seal Test Program", lump sum. The lump sum Contract Price for "Bottom Seal Test Program" shall be full pay for all costs including labor, materials, and equipment necessary to construct and test the bottom seal test sections described in this Special Provision and as detailed by the Contractor's test program plan. 6-25 LEAK REPAIR 6-25.1 Description This work consists of repairing Teaks in the bottom seal and/or the walls and/or the joints between the bottom seal and the walls. 6-25.3 Construction Requirements Repair of leaks in the bottom seal and/or the walls and/or the joints between the bottom seal and the walls to remedy total infiltration of groundwater into the excavated area in excess of 100 GPM or into a 10 foot by 10 foot area in excess of 10 GPM shall be the sole responsibility of the Contractor at no cost to the Contracting Agency. The general Contractor shall be responsible for meeting this maximum inflow limit and it will be up to the general Contractor to determine which Teaks to repair to meet this criteria. Once the total infiltration has been confirmed to be less than 100 GPM and Tess than 10 GPM in any 10 foot square area, the Contracting Agency, at its discretion, will pay the Contractor to repair additional leaks in the bottom seal and/or the walls and/or the joints between the bottom seal and the walls. 6-25.5 Payment After the Contractor has reduced infiltration into the entire underpass below 100 GPM and below 10 GPM in 'any 10 foot square area, all further costs of repairing leaks and other related work will be paid for by force account as specified in Section 1-09.6. To provide a common Proposal for all Bidders, the Contracting Agency has estimated the amount of the force account for "Miscellaneous Force Account Work" and has entered the amount in the Proposal to become a part of the total Bid by the Contractor. Schedule extensions will be granted for the time needed to repair leaks as directed by the Engineer after infiltration has been reduced below 100 GPM overall and below 10 GPM in any 10 foot square area 6-26 DEWATERING 6-26.1 Description This work consists of removing and disposingof uncontaminated water from the underpass during and after final underpass excavation and before the permanent storm drain and pump system are operational. This work does not include removing water, slurry, or spoils during construction of the bottom seal, diaphragm or secant pile walls, and wet well. 284 Special Provisions 1 6-26.3 Construction Requirements 1 The Contractor shall submit a plan for dewatering to the Engineer for approval prior to the start of final excavation below groundwater level. The plan shall include types and capacities of equipment, locations of equipment and lines, and contingency plans if the equipment is not capable of meeting the infiltration demand. This plan shall also include the means by which the Contractor proposes to measure the groundwater infiltration into the underpass excavation. Contractor shall have the option of dewatering the underpass below groundwater 1 elevation as final excavation proceeds or after final excavation is completed. If the water is not contaminated, the water may be directed into the infiltration pond or other on-site temporary infiltration facility for disposal back into the ground. Saturated 1 soils shall be removed from the site in waterproof trucks or containers. If contamination is found, the Contractor shall notify the Engineer immediately. Removal and disposal of contaminated water and soils, if any, will be by force account per Section 2-13 of these Special Provisions. 6-26.4 Measurement , No specific unit of measurement will apply to the lump sum bid item for Dewatering. 6-26.5 Payment Payment will be made in accordance with Section 1-04.1, for the following Bid item when it is included in the proposal: "Dewatering", lump sum. The lump sum Contract price for "Dewatering" shall be full pay for furnishing all labor and furnishing, installing, operating, and maintaining all equipment and materials necessary to dewater the project site, after the start of final excavation, as needed to perform the Work. Any cleanup of sediment deposited in the infiltration pond during this work and measurement of groundwater infiltration rates into the underpass excavation shall be considered incidental to dewatering. 6-27 BURIED OBSTRUCTIONS 6-27.1 Description 1 This work consists of identifying and remediating buried obstructions encountered during the drilling and excavation for the following: ' 1. Soldier piles 2. Secant pile wall or diaphragm wall 3. Bottom seal 4. Wet well 5. Signal foundations 6-27.3 Construction Requirements When obstructions are encountered, the Contractor shall notify the Engineer promptly. An obstruction is defined as a specific object (including, but not limited to, boulders 285 Special Provisions larger than 18 inch diameter, logs, and manmade objects) encountered during the drilling or excavation operation which prevents or hinders the advance of the drilling or excavation. When efforts to advance past the obstruction to the design elevation result in the rate of advance significantly reduced relative to the rate of advance for the portion of the drilling or excavation in the geological unit that contains the obstruction, then the Contractor shall remove, break-up, or push aside, the obstruction. The method of dealing with such obstructions, and the continuation of excavation shall be as proposed by the Contractor and approved by the Engineer. UNDER NO CIRCUMSTANCES WILL NATURALLY OCCURRING IN-SITU ROCK UP TO 18 INCHES IN DIAMETER BE CONSIDERED AN OBSTRUCTION. DRILLING AND EXCAVATION METHODS PLANNED BY THE CONTRACTOR SHOULD ANTICIPATE ROCKS UP TO THIS SIZE AS WERE ENCOUNTERED DURING TEST PIT EXCAVATIONS (SEE APPENDICES). 6-27.5 Payment Payment for Removing Obstructions 1. Payment for removing, breaking -up, or pushing aside obstructions, as defined above, will be made for the changes in drilling or excavation methods necessary to deal with the obstruction. The Contractor and the Engineer shall evaluate the effort made and reach agreement on the equipment and employees utilized, and the number of hours involved for each. Once these cost items and their duration have been agreed upon, the payment amount will be determined using the rate and markup methods specified in Section 1-09.6. For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for the item "Miscellaneous Force Account Work" in the bid proposal to become a part of the total bid by the Contractor. 2. If construction equipment is idled as a result of the work required to deal with the obstruction and cannot be reasonably reassigned within the project, then standby payment for the idled equipment will be added to the payment calculations. If labor is idled as a result of the work required to deal with the obstruction and cannot be reasonably reassigned within the project, than all labor costs resulting from Contractor labor agreements and established Contractor policies will be added to the payment calculations. 3. The Contractor shall perform the amount of obstruction work estimated by the Contracting Agency within the original time of the contract. The Engineer will consider a time adjustment and additional compensation for costs related to the extended duration of the shaft construction operations, provided: a. the dollar amount estimated by the Contracting Agency has been exceeded, and b. the Contractor shows that the obstruction removal work represents a delay to the completion of the project based on the current progress schedule provided in accordance with Section 1- 08.3. 286 Special Provisions DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-01 DRAINS 7-01.5 Payment (****w*) "Structure Excavation Class B Incl. Haul — Bottom Seal", per cubic yard. The unit Contract price per cubic yard for "Structure Excavation Class B Incl. Haul — Bottom Seal" shall be full pay for all labor, materials, tools, and equipment necessary or incidental to complete the work as specified herein, including saw cutting, if needed, and excavation through the bottom seal material. 7-04 STORM SEWERS 7-04.2 Materials (******) Ductile Iron Pipe 7-04.5 Payment (******) "Testing Storm Sewer Pipe", per linear foot. 9-30.1(1) The unit contract price per linear foot for testing storm sewer pipe shall apply only to that portion of the storm drainage system below the maximum groundwater elevation of 1058.00'. All storm sewer and drainage pipe, including all underdrain pipe, shall be tested to confirm that all groundwater infiltration into the underpass is collected and conveyed to the wet well with no ponding or backups at any location. 7-09 WATER MAINS 7-09.2 Materials (******) Section 7-09.2 shall be revised as follows: Insulation materials shall be per the Plans. Ductile Iron Water Main Pipe: Ductile iron pipe shall conform with the requirements of SECTION 9-30.1(1) of the Standard Specifications except that it shall be Standard Thickness Class 52. Ductile iron pipe shall be cement -mortar Tined and shall conform to ANSI! A-21.11 and shall be U.S. Tyton joint pipe of approved equal. Rubber ring gaskets shall conform to ANSI A-21.11. All cast iron fittings and flanged ductile iron fittings shall be Class 250 and all ductile iron mechanical joint fittings shall be Class 350 conforming to ANSI/AWWA C110/A-21.10 and ANSI/AWWA C153 A-21.53. Mortar lining shall be same thickness as for pipe. Where called for on the Plans, restrained joint pipe shall be supplied with U.S. Pipe Field Lok gaskets, or approved equal. All mechanical joints shall be supplied with Romac Grip Rings, RomaGrip, or Megalug joint restraint. 287 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I1• 1 1 Connection Couplings: Couplings for DI pipe connections shall be DI solid sleeve long pattern mechanical joint. 7-09.3(1) General (******) This section is supplemented with the following: The Contractor shall provide offset markings of all water valves and facilities before construction begins and shall maintain the offset marking of these locations during construction. Such markings shall be highly visible throughout the project. No construction related material shall be placed on top of any valve during construction. When new paving covers a water valve box or facility, that location must be marked on the new pavement within 24 hours of the new paving. The paved over valve box or facility must be brought to the surface within 10 days of final paving of that section of the project. 7-09.3(19)A CONNECTIONS TO EXISTING MAINS (******) This section is supplemented with the following: No connections to existing mains are allowed until new mains have been flushed, pressure tested, chlorinated and accepted. No public water valves shall be opened or closed by anyone but the City of Yakima Water/Irrigation Division staff. The Contractor shall coordinate existing valve operation with the City by contacting James Dean at 575-6196 a minimum of 48 hours prior to work requiring valve operation. In no case shall any existing water main be closed for a period of greater than eight (8) hours, or as otherwise approved by the City. Contractor shall be responsible for notification of all existing customers affected when a water system shutdown is to occur. Notification of customers shall be a minimum of 24 hours prior to work taking place. 7-09.4 Measurement (******) Measurement for payment of pipe insulation shall be per linear foot of installation installed. Measurement for payment of Connection to Existing Water Main 2" Temp. Blowoff shall be per each. 7-09.5 Payment (******) "Pipe Insulation", per linear foot. The unit Contract. price Bid per linear foot for "Pipe Insulation" shall be full pay for all work to install, test, and adjust the insulation system. "Connection to Existing Water Main 2" Temp. Blowoff, per each. The unit Contract price Bid per each for "Connection to Existing Water Main 2" Temp. Blowoff" shall be full pay for all Work to install the blowoff assembly, including but not 288 Special Provisions limited to excavating, backfilling, laying and jointing pipe, tapping the main, corporation stop, pipe and fittings, gate valve, meter box, and cover and cleanup. 7-12 VALVES FOR WATER MAINS 7-12.2 MATERIALS `r***k**` This section is supplemented with the following: The following materials are required on this project: AirNacuum Valves: AirNacuum valves shall be VALMATIC 202C or approved equal. 7-16 CATHODIC PROTECTION 7-16.1 Description This section includes the work necessary to furnish and install a galvanic anode cathodic protection system on each end of the new buried 12 -inch, ductile -iron water pipe inside the steel casing. The cathodic protection system consists of the installation of galvanic anodes and wires, thermite welding, and wire connections to pipes. 7-16.2 Materials Galvanic Anodes Composition: High -Potential Magnesium Alloy: Aluminum: 0.01 percent maximum Manganese: 0.5 to 1.3 percent Zinc: 0 Silicon: 0 Copper: 0.02 percent maximum Nickel: 0.001 percent maximum Iron: 0.03 percent maximum Total Others: 0.05 percent each or 0.3 percent maximum, total Magnesium: Remainder Dimensions: Length: 20 inches minimum Bare Weight: 32 pounds minimum Manufacturers and Products: Dow; Galvomag Amax; Maxmag 289 Special Provisions Anode Wire: Furnish each anode with No. 12 AWG stranded copper wire with TW insulation, 10 feet long. Wire -to -Anode Connection: Manufacturer's standard. The anode connection shall be stronger than the wire. Backfill: Composition: Ground Hydrated Gypsum: 75 percent Powdered Wyoming Bentonite: 20 percent Anhydrous Sodium Sulfate: 5 percent Grain Size: 100 percent passing through a 20 -mesh screen and 50 percent retained by a 100 -mesh screen. Mixture: Thoroughly mixed and firmly packaged around the galvanic anode with the cloth bag or cardboard tube by means of adequate vibration. The quantity of backfill shall be sufficient to cover surfaces of the anode to the depth of 1 inch. Packaging and Shipping: Provide anodes packaged in a plastic or heavy paper bag of sufficient thickness to protect the anode, backfill, and cloth bag during normal shipping and handling. Thermite Welds General: Molds: Thermite wire sleeves, welders, and weld cartridges according to the weld manufacturer's recommendations for each wire size and pipe or fitting size and material. Welding materials and equipment shall be the product of a single manufacturer. Interchanging materials of different manufacturers will not be acceptable. Graphite. Ceramic "One -Shot" molds not acceptable Cartridges: Cast iron thermite weld cartridges for cast and ductile iron pipe and fittings. Maximum Cartridge Size: 25 grams for steel and 32 grams for cast and ductile iron materials, respectively. Welding Materials Manufacturers: Erico Products Inc. (Cadweld), Cleveland, OH. Continental Industries, Inc. (Thermo -Weld), Tulsa, OK 290 Special Provisions Thermite Weld Caps: Prefabricated weld cap with coating and suitable primer, such as Handy Cap II with Royston Primer 747, as manufactured by Royston Laboratories, Inc. 7-16.3 Construction Requirements Store prepackaged anodes off the ground and keep them dry. Protect against weather, condensation, and mechanical damage. Immediately remove from site wet or mechanically damaged prepackaged anodes. Handle anodes with care to prevent loss of backfill material. Do not lift or hold anodes by the lead wire. Install galvanic anodes as shown in the Plans. Provide a minimum anode spacing of 2 feet from other unprotected pipelines. Galvanic anodes packaged in a cardboard type chip -tube shall be thoroughly perforated just prior to installation. Install anodes at each end of the pipe outside the casing ends. Bury anode wires a minimum of 24 inches below finished grade. Wire Connections to Pipe Remove pipe coatings and clean metal surfaces as required for thermite welding. Some pipe coatings contain asbestos reinforcement. Comply with Federal, State, and local regulations pertaining to asbestos removal and disposal. Make electrical connection of copper wire to steel, ductile, and cast iron surfaces using the thermite weld method. Observe proper safety precautions, welding procedures, thermite weld materials selection, and surface preparation as recommended by the welder manufacturer. Assure that the pipe or fitting wall thickness is of sufficient thickness that the themite weld process will not damage the integrity of the pipe or fitting wall or protective lining. Before connection is made, clean surface to bare metal by making a 2 -inch by 2 -inch window in the coating, and then filing or grinding the surface to produce a bright metal finish. Grinding shall be with a vitrified type grinding wheel; the use of a resin, rubber, or shellac impregnated type grinding wheel is not acceptable. The prepared metal surface shall be dry. Install wire sleeves on the ends of the wires before welding to the metal surface. Perform thermite welding in strict accordance with the manufacturer's written instructions. After the weld connection has cooled, remove slag and physically test wire connections by tapping with a hammer; remove and replace defective connections. Install a prefabricated thermite weld cap over each completed connection. Repair exposed metal surfaces not covered by the thermite weld cap in accordance with the coating manufacturer's recommendations. Repair damage to pipe lining in accordance with the lining applicator's recommendations. 291 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7-16.4 Measurement Measurement for Galvanic Anodes shall be per each anode installed. 7-16.5 Payment "Galvanic Anode", per each. The unit Contract price per each for "Galvanic Anode" shall be full pay for all labor, materials, tools, and equipment necessary or incidental to provide and install each anode, including but not limited to, excavation, backfill, wire and welded wire connections and other items necessary for the completion of the work as specified herein. 7-20 STORM WATER PUMP STATION 7-20.1 Description This work consists of furnishing and constructing a storm water pump station in accordance with the Drawings and these Special Provisions. The storm water pump station shall include a precast concrete wet well, submersible wastewater pumps, a valve vault, oil/water separators, and associated piping and valves. Unless otherwise noted in the Drawings and these Special Provisions, the applicable portions of the most currently adopted editions and revisions of the following standards shall be adhered to during construction of the storm water pump station. Washington State Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction: 2008 (WSDOT Standard Specifications) City of Yakima — Lift Station Design Standards (Available from the City of Yakima Wastewater Division) 7-20.1(1) Mechanical and Adhesive Anchors Furnish and install all adhesive anchors and mechanical anchors where shown on the Drawings or where required. Anchor all equipment and appurtenant facilities in accordance with the requirements of the equipment manufacturer and these Special Provisions. 7-20.1(2) Precast Concrete Structure (Wet Well, Valve Vault, and Electrical Transformer Vaults) Furnish and install a precast concrete wet well for use with the pumping equipment, piping and appurtenances as shown on the Drawings and specified herein. The precast concrete wet well shall include an oversized precast cover with an access hatch, precast sections and a precast base slab. Furnish and install a precast concrete valve vault for use with the pump discharge piping and valves as shown on the Drawings and specified herein. The precast concrete valve vault shall include an oversized precast cover with an access hatch and a precast riser and base slab. 292 Special Provisions Furnish and install two precast concrete electrical transformer vaults, as shown on the Drawings and specified herein, for use with the electrical transformers being provided and installed by the electric utility. The precast concrete electrical transformer vaults shall include an oversized precast cover with an access hatch and a precast riser and base slab. Earthwork associated with installing the precast concrete valve vault and precast concrete electrical transformer vaults shall be included in this work. The earthwork includes but is not limited to excavation, hauling, shoring, backfilling, compaction, and grading necessary or required for the workas covered by these Special Provisions and indicated on the Drawings. See Section 6-21 of these special provisions for excavation, hauling, shoring, dewatering, and backfilling related to installing the precast wet well. 7-20.1(3) Protective Coatings Coat or paint all equipment where specified or required. 7-20.1(4) 7-20.1(5) Not Used Electric Motor Drives Furnish and install the electric motor drives as shown on the Drawings and specified herein. 7-20.1(6) Submersible Wastewater Pumps Furnish and install the submersible wastewater pumps, piping, fittings, and appurtenances as shown on the Drawings and specified herein. 7-20.1(7) Oil/Water Separators Furnish and install oil/water separators as shown on the Drawings and specified herein. The oil/water separators shall remove oil and solids from storm water. Earthwork associated with installing the oil/water separators shall be included in this work. The earthwork includes but is not limited to excavation, shoring, dewatering, backfilling, compaction, and grading necessary or required for the work as covered by these Special Provisions and indicated on the Drawings. 7-20.1(8) Piping, Valves, and Accessories Provide all piping, including fittings, valves, supports, and accessories as shown on the Drawings, described in these Special Provisions and as required to completely interconnect all equipment with piping for complete and operable systems, including equipment drains. Earthwork associated with installing piping, valves, and accessories shall be included in this work. The earthwork includes but is not limited to excavation, hauling, shoring, dewatering, backfilling, compaction, and grading necessary or required for the work as covered by these Special Provisions and indicated on the Drawings. 293 Special Provisions Drilling from catch basin 4 on sheet C-25 into the wet well is included in this work. This also includes any dewatering needed as a result of this drilling and the installation of the piping and seals between catch basin 4 and the wet well. See section 6-24 of these Special Provisions and the Plans for installation of a ground improvement plug to limit groundwater flow when drilling from the catch basin to the wet well. 7-20.2 Materials 7-20.2(1) Not Used 7-20.2(2) Precast Concrete Structure (Wet Well, Valve Vault, and Electrical Transformer Vaults) Materials shall meet the requirements of the following WSDOT Standard Specifications sections: Concrete 6-02 Reinforcing Steel 9-07 Concrete Curing Materials and Admixtures 9-23 7-20.2(3) Not Used 7-20.2(4) Not Used 7-20.2(5) Not Used 7-20.2(6) Not Used 7-20.2(7) Oil/Water Separators Materials shall meet the requirements of the following WSDOT Standard Specifications sections: Concrete 6-02 Reinforcing Steel 9-07 Concrete Curing Materials and Admixtures 9-23 7-20.2(8) Piping, Valve, and Accessories Materials shall meet the requirements of the following WSDOT Standard Specifications sections: Ductile Iron Pipe Restrained Joints Restrained Flexible Couplings 9-30.1(1), 9-30.2(1) 9-30.2(6) 9-30.2(8) 294 Special Provisions 7-20.3 Construction Requirements 7-20.3(1)Mechanical and Adhesive Anchors Mechanical and adhesive anchors shall be used only where specifically called for on the Drawings, where specified, or where favorably reviewed by the Engineer. Neither adhesive anchors nor mechanical anchors shall be used as substitutes for cast -in-place anchor bolts. Subrnittals: Submit the information to the Engineer for favorable review prior to the installation of any anchors. Submit a sample of each type of adhesive anchor and each type of mechanical anchor proposed for use. Include with the samples a certification of load test capacity and the manufacturer's recommended installation procedures. Submit manufacturer's product information and catalog cut sheets, including recommended installation procedures and precautions, on adhesive proposed for use. Adhesive Anchoring Systems: Adhesive anchors shall be standard threaded studs inserted into holes drilled into existing concrete. and secured with an epoxy adhesive. Where specifically called for on the Drawings, insert -type adhesive anchors shall be used. Insert -type adhesive anchors (Hilti HFA Inserts, or equal) shall use internally threaded shafts in place of threaded studs. All studs, inserts, nuts, and washers shall be Type 316 stainless steel. Adhesive anchors shall be the length and diameter specified on the Drawings or, if not specified, as called for by the equipment manufacturer supplying the anchors. Length of anchors, if not specified, shall be sufficient to meet the embedment requirements noted in this specification. Epoxy: The epoxy adhesive shall consist of a two -component epoxy base resin and hardener material meeting the requirements of ASTM C-881 Types I, ll, IV, and V, Grade 3, Classes B and C. The adhesive shall be supplied in manufacturer's standard side-by-side cartridge and dispensed through a static -mixing nozzle supplied by the manufacturer. Epoxy adhesive shall be HIT RE 500 as manufactured by HILTI Inc.; C6 Adhesive as manufactured by Ramset/Red Head; CIA -Gel 7000 as manufactured by Covert Operations, Long Beach, California; Power -Fast as manufactured by Power Fastening; or equal. Mechanical Anchoring Systems: Mechanical anchors shall be a type of concrete anchor consisting of a bolt with an enlarged end, and an expandable clip or wedge. Mechanical bonding of the anchor to the concrete shall be by the permanent expansion of the clip or wedge against the side of the drilled hole upon tightening of the nut on the bolt. Mechanical anchors shall be of a type which cannot be removed once installed. Any type of anchor which can be released or which can be loosened by vibration is unacceptable. All components of mechanical anchors, including nuts and washers, shall be 316 stainless steel. Mechanical anchors shall be the diameter specified on the drawings or, if not specified, as called for by the equipment manufacturer supplying the anchors. Length of mechanical anchors shall be sufficient to meet the embedment requirements. Mechanical anchors shall be Ramset/Red Head Trubolt Wedge; Hilti HSL Expansion Anchor; or equal. Embedment: Total depth of embedment of all concrete anchors into sound concrete shall be not less than that shown on the Drawings or, where not shown, not Tess than the minirnum required by Table 19-D of the 1997 Uniform Building Code for the diameter of the bolt installed. 295 Special Provisions Adhesive Anchor Installation: The hole into which the anchor is to be inserted shall be core -drilled. The surfaces of the cored hole shall be roughened with a rotary drill. The hole shall be no more than 1/4 -inch larger in diameter than the diameter of the anchor. Just prior to setting the anchor, the drilled hole into which the anchor is inserted shall be clean and shall be free of dust, dirt, debris, standing water, or any substance which will not allow the epoxy to bond tenaciously to the concrete. The anchor shall also be clean and free of any substance which will not allow the epoxy to adhere to the anchor. Neat epoxy shall completely fill the space surrounding the anchor when the anchor rests on the bottom of the drilled hole. No air pockets shall be present in the epoxy. No load shall be applied to the anchor nor shall the anchor be moved, jiggled, or bumped until the epoxy has fully cured. The cure period shall be as required by the epoxy manufacturer. Once the epoxy has cured per the manufacturer's requirements, adhesive anchors shall be load tested per the following: Special Inspection, as used in Table 19-D of the 1997 Uniform Building Code, shall be defined as follows: 1) For anchors used for structural applications: tension testing of all of the anchors to twice the allowable tension value and 2) For anchors used for non-structural applications such as equipment anchorage: Tension testing of 50% of the anchors, or alternate bolts in a group, to twice the allowable tension value. Mechanical Anchor Installation: Installation of mechanical anchors shall be in strict adherence to the anchor manufacturer's recommendations, these Special Provisions, and to the latest International Conference of Building Officials (ICBO) Evaluation Report on that product. The diameter of the drilled hole into which the anchor is inserted shall be as recommended by the anchor manufacturer. Just prior to setting the anchor, the drilled hole and the mechanical anchor shall be clean and free of dust or other substances which will not allow the proper seating of the anchor. Mechanical anchors shall be tightened to the minimum torque as recommended by the anchor manufacturer prior to placing any load on the anchor. Mechanical anchors shall be Toad tested per the following: Special Inspection, as used in Table 19-D of the 1997 Uniform Building Code, shall be defined as 1) For anchors used for structural applications: tension testing of all of the anchors to twice the allowable tension value and 2) For anchors used for non-structural applications such as equipment anchorage: Tension testing of 50% of the anchors, or alternate bolts in a group, to twice the allowable tension value. 7-20.3(2) Precast Concrete Structures (Wet Well, Valve Vault, and Electrical Transformer Vaults) Submittal: Before proceeding with the construction of the products, submit the information to the Engineer for approval. Submit descriptive details of the manufacturer's proposed standard products including precast sections, precast covers, precast base slabs, access hatches, and other hardware; minimum concrete 28 -day compressive strength; a cement certification. Submit shop drawings including design criteria, reinforcing steel location and concrete cover, layout of all inserts, attachments and openings, location, and type of joints. Quality Assurance: Provide products of a manufacturer who has been regularly engaged in the design and manufacture of the products. Demonstrate to the satisfaction of the Engineer that the quality is equal to the products made by those manufacturers 296 Special Provisions specifically named herein, if an alternate product manufacturer is proposed. The access hatch shall conform to Applicable Occupational Safety and Health Regulations and Uniform Building Code, adopted edition. Design Criteria: The design and construction of the precast concrete wet well shall conform to ASTM C478. The design and construction of the precast valve vault shall conform to ASTM C857, C858. The structure and cover live load shall meet AASHTO Loading Class HS 20-44. The backfill material shall conform to WSDOT Standard Specifications Section 2-09.3(1)E. Design the precast concrete wet well for backfill with a material that has a density up to 150 lbs per cubic foot. Precast Sections: Construct the cover, sections, and the base slab in accordance with the dimensions as shown on the Drawings. The wet well base slab shall be integrated with the first precast section. Cement shall conform to ASTM C150, Type II, low alkali. The cover opening shall be sized to support the access hatch. Provide lifting eyes for each section. The precast wet well shall be as manufactured by Hanson Concrete Products, Inc., or equal. The precast valve vault shall be as manufactured by Utility Vault, or equal. The precast electrical transformer vaults shall be model 575-TRANS- PCORP, stock item number 7992600 by Utility Vault, no equal. Sealant Gaskets: The sealant gaskets shall be type of preformed, continuous rope form plastic material, protected by removable two-piece wrapper. The sealing compound shall be reinforced hydrocarbon resins blended with plasticizing compounds and reinforced with inert mineral filler. No solvents, irritating fumes or obnoxious odors. The adhesive and cohesive strength shall not be dependent on oxidizing, evaporating, or chernical action. The sealant gaskets shall conform to Federal Specification SS -S-210. Provide RAM-NEK as manufactured by K. T. Snyder Company, Inc.; QUIKSEAL as supplied by Associated Concrete Products; or equal. Access Hatches: Provide access hatches in accordance with sizes and types as shown on the Drawings. Single leaf access hatches shall be Bilco Model "J"; Babcock -Davis Model AM; or equal. Double leaf access hatches shall be Bilco Model "JD"; Babcock - Davis Model GT; or equal. Door leaves shall be 1/4 -inch (6.35 mm) thick aluminum, diamond pattern, reinforced as required to withstand H2O loading where designated. The frame shall be 1/4 -inch (6.35 mm) thick aluminum channel with anchor flange around perimeter. Provide channel to collect drain water and provide 1 -1/2 -inch (38 mm) drainage coupling for connection to drainlines. Doors shall be equipped with heavy forged brass hinges, stainless steel pins, spring operators and an automatic hold - open arm with a positive automatic latch that will secure the door in the open position until the release handle is activated. Submit details of latch for review. Provide snaplock with removable handle. Provide aluminum recessed hasp to door and frame where required for padlock. Provide stainless steel hold -open pin through holes in hold - open arms to insure against accidental hatch closure. Attach pin to hatch with a short stainless steel chain to prevent loss. For each access hatch, provide a safety net spanning the entire opening to provide fall protection. The safety net must be supplied by the access hatch manufacturer and be of the type designed for access hatches. All hardware shall be stainless steel throughout. The finish shall be mill finish aluminum with bituminous coating applied to the exterior portion of the frame that will be concealed after installation. Provide a 10x12 -inch minimum size sign permanently attached to the underside of hatch doors reading: "Danger: Make Sure Hold -Open Latch is Positively Engaged Before Using. Insert Pin in Holes in Hold -Open Arms to Hold Door Open." 297 Special Provisions Encapsulation System: Provide an encapsulation system for the precast concrete wet well. The encapsulation system shall be WrapidSeal by Canusa-CPS, or equal. The encapsulation system shall use a heat -shrinkable, wraparound sleeve to create a barrier to water infiltration and to protect the wet well support structure and frame from ground moisture, preventing corrosion and freeze -thaw damage. The system shall accommodate ground movement and resists soil stress. The material shall be irradiated and cross-linked polyethylene impermeable backing, coated with protective heat - activated adhesive. The material shall bond to primed concrete, metal, and fiberglass surfaces, and shall be compatible with concrete, steel, iron, and fiberglass. Separate closure seal shall secure sleeve in place during installation and seal overlap area. The functional performance of heat -shrinkable sleeves shall conform to the following Standards: Peel Strength: Lap Shear: Water Absorption: Low Temperature Flexibility: ASTM D 1000: ASTM D 1002: ASTM D 570: ASTM D 2671: 8.6 psi 1.5 psi 0.05 % maximum -40°F The physical properties of heat -shrinkable sleeves shall meet the following criteria: System Type: Supplied Thickness: Fully Recovered Thickness: Shrink Factor: High shrink 101 mils 125 mils 40%, minimum Sleeve adhesive: Softening point shall conform to ASTM E 28: 212° F. backing shall meet the following standards: Tensile Strength: Elongation: Hardness: Abrasion Resistance: ASTM D 638: 2,900 psi ASTM D 638: 600% ASTM D 2240, Shore D: 46 ASTM D 1044: 35 mg The sleeve The primer shall be used to prime steel, concrete, and fiberglass surfaces for installation of sleeve, and shall be compatible with common substrates and sleeve adhesive. Source Quality Control: For precast sections, verify concrete compressive strength test results are satisfactory for the sections supplied. State the curing method. Identify the start and end dates for the sections supplied. For frames and covers, verify cast test bar tensile strengths are satisfactory. Excavation and Backfill: Conform to WSDOT Standard Specifications Section 2-09 and section 6-21 of these Special Provisions. Precast Concrete Structure Installation: Install the products in strict conformance with manufacturer's installation instructions. Apply primer to joint surfaces in accordance with manufacturer's instructions. Make all joints watertight with sealant gaskets. Allow encapsulation sleeve to cool before backfilling. Prevent damage to sleeve by protecting sleeve with extruded polyethylene mesh or other suitable protective shield as approved by the Engineer. See Special Provision 6-21 for backfill requirements. Accurately locate and place the concrete cover to within 1/8 -inch vertical elevation in paved areas and to 1/2 -inch in other areas. Coordinate the activities of all trades so that this tolerance is achieved. 298 Special Provisions Access Hatch Installation: Make sure all aluminum surfaces, which will be in contact with concrete, are coated with bituminous paint. Coordinate connection of drainage coupling to plumbing drainline prior to the concrete pour. Set frame level and true to plane at all four corners, and flush with adjacent finished surfaces. Doors, when closed, shall he flush with frames and flush with each other. Install warning sign. Inspection: Provide the Engineer a minimum of 3 working days advance notice prior to installation of the encapsulation system. Before installation, surfaces to be encapsulated will be inspected by the Engineer. Do not begin installation until defects or deficiencies identified by the Engineer have been corrected. Contractor shall visually inspect installed sleeve to ensure sleeve is in full contact with substrate including cone section and manhole frame; no cracks or holes in polyethylene backing; no voids below sleeve; and adhesive has flowed beyond sleeve edges. Field Quality Control: Verify all precast sections are continuously sealed with gaskets. Verify the access hatch fit quietly in the frames. Leak Test: Furnish and dispose of water used for testing. Hydraulically test the precast concrete structure installed prior to installation of the encapsulation system. After all pipes have been laid, backfilling has been completed, and after the testing of the pipes, plug the end of the pipe stubs in the structure with flexible -joint caps, or acceptable alternate, securely fastened. Fill the structure with water and measure leakage over a period of not less than one hour. Allowable leakage shall be less than one (1) gallon per hour per 10 -foot depth of wet well. When leakage from the structure exceeds the above amount, determine the source or sources of the leakage, and repair or replace defective materials and workmanship. The completed pipe and structure installation shall pass this test before the project can be accepted. Site Adhesion Testing (Peel Tests): Perform site adhesion testing for the encapsulation system after leak testing. Frequency of test shall be 1 in every 100 sleeves. The surface temperature at time of test shall be 77 ± 10°F, unless environmental conditions will not allow and continuation of test is approved by the Engineer. The peel rate shall be 4 inches /minute. Perform testing using hand peel gauge on 1 -inch (25 mm) wide strip. Cut strip and induce initial failure by undercutting and peeling back strip until 2 -inch flap is created. Attach clamp to strip and hand peel gauge to clamp and peel back at a 90 degree angle to surface at specified peel rate. The passing minimum peel strength shall be 8.6 psi with cohesive failure of adhesive. 7-20.3(3) Protective Coatings Unless specifically excluded, all new surfaces shall be coated with one of the specified paint systems. Surfaces generally not requiring painting unless otherwise indicated are: 1) metal completely embedded in concrete (except aluminum), 2) piping buried in ground or encased in concrete, except as noted, 3) rubber, 4) stainless steel except ladders, 5) bronze and brass, 6) nameplates, Underwriter's labels, and fusible links, 7) factory finish coated items such as electrical panels, except for touch-up, or as noted, this does not include factory -primed surfaces, 8) concrete, except as noted herein, as specified elsewhere, or as shown on the Drawings, 9) plastic pipe (indoors and in utilidors). Definitions: Dry Film Thickness (DFT) - The prime coat and the sum of all fully cured applied coats for the paint system. Exterior Surface - Surface that is not inside a building or structure and is exposed to the weather. Epoxy surfaces that are affected by the ultraviolet rays from the sun shall be considered an exterior surface if the sun can 299 Special Provisions shine on the surface. Stripe Coat - Coating applied to the edge, corner, welds, or bolts, which is applied prior to application of additional system coats. Submerged - Surfaces that are under water or the vertical extension of those walls that are partly under water during normal operating conditions. Submittals: Submit a complete schedule of coatings to be used for review prior to ordering. Include manufacturer's brand name, product name, catalog cuts including generic description, complete technical data, manufacturer's recommended surface preparation and application instructions, and designation number for each coat of each system to be used. Submit a detailed list of all surfaces and equipment items upon which the Contractor intends to apply protective coatings for review prior to commencing Work. For each paint product, provide the information including abrasion resistance, ASTM D4060, 1 kg load at 1000 cycles, CS -17 wheel, impact resistance, ASTM D2794, direct and reverse, moisture vapor transmission, ASTM D1653, adhesion, ASTM D4541, salt fog, ASTM B117, QUV, ASTM G53 (exterior finish coat only), and fresh water immersion, ASTM D870 (immersed coatings only), humidity, ASTM D4585. If materials other than those listed are submitted, submit additional information to fully define the proposed substitution. Any proposed substitutions must be for a complete system that hasexhibited successful performance. The Engineer may further require the Contractor to furnish additional test results from an independent paint laboratory comparing the proposed substitution with one of the named products, at no additional cost to the Owner. For substituted materials, provide a list of references, including contact person and phone number, where proposed substitute paint system has been used in similar exposures. Provide a minimum of five references (no duplicate owners or agencies). Submit a full range of the manufacturer's standard and let down finish colors for review and selection by the Owner. After final colors have been selected, submit three (3) 81/2" x 11" brush -out samples on cardboard of each color indexed as to manufacturer and color designation. No submittal of color cards is required for coal tar coatings. Color chips 3/4" x 11/2" may be used for pipe codes. Product Information Submittal: Provide pipe and equipment color code charts, color formula for each selected color to facilitate future color matching, testing support equipment, Material Safety Data Sheets (MSDS) for all products, coating manufacturer's certification that coatings comply with the specified requirements and are suitable for the intended application. Applicator's References: Submit a list of a minimum of 5 successfully completed projects of similar size and complexity to this work. For each project include project name and location, name and phone number of the Owner, name and phone number of the Engineer, name of coating manufacturer, type of coatings, and approximate area of coatings applied, date of completion. Independent Inspection: Submit the qualifications and references for required independent protective coatings inspection company and person performing inspection for Owner's approval. Coating manufacturer's qualifications: All protective coatings furnished under this Section shall be of a manufacturer who has been regularly engaged in the manufacture of protective coatings with a minimum of 10 years of successful experience, and demonstrate to the satisfaction of the Engineer successful performance on comparable projects. 300 Special Provisions Applicator's qualifications: Experienced in application of specified protective coatings for a minimum of 5 years practical experience in application of the specified coatings and successfully completed a minimum of 5 projects of similar size and complexity within the last 3 years. Employ persons trained in the application of specified protective coatings. Contractor shall contract with an independent firm to perform quality control inspection of protective coating process. The inspection firm shall have personnel with either NACE or SSP certification for coating inspection and at least 5 years of experience in protective coating inspection. Inspection service shall include as a minimum surface inspection at the start of the project and prior to installing the prime coat, weekly inspection during coating application, and final inspection (including dry film thickness and holiday testing). Provide adequate heat, ventilation, and dehumidification to ensure that the coating manufacturer's environment requirements are met and to ensure no loss of production days due to failure to meet coating manufacturer's environmental requirements. Air and Surface Temperatures: Prepare surfaces, apply, and cure coatings within air and surface temperature range recommended by coating manufacturer. Maintain surface temperature a minimum of 52F above dew point. Relative humidity: Prepare surfaces, apply, and cure coatings within relative humidity range in accordance with coating manufacturer's instructions. Precipitation: Do not prepare surfaces or apply coatings in rain, snow, fog, or mist. Wind: Do not spray coatings if wind velocity exceeds coating manufacturer's limit. Ventilation: Provide ventilation during coating evaporation stage in confined areas in accordance with AWWA D102. Dust and Contaminants: Schedule work to avoid excessive dust and airborne contaminants. Protect work from excessive dust and airborne contaminants during coating application and curing. Use temporary dust barriers to close off areas being painted from areas where other Work is being performed. Provide 40 to 50 foot-candles of illumination on all surfaces in areas to be painted including floors, walls, and ceiling even though they do not require painting. Apply not less than the number of coats or minimum dry film thickness (DFT) specified. Deliver all materials in unopened containers with manufacturer's label, which must include name, batch number, VOC content, and date. Store in assigned area onsite with the concurrence from the coating manufacturers. Maintain storage area clean and fire safe.. Dispose of used rags, thinner, and buckets daily. Store solvents in closed, approved storage containers. Submerge solvent soaked rags in water. Warnings: Be advised that application of paint, epoxy, coal tar, and protective coating materials may be hazardous. Take all necessary precautions to ensure the safety of workers and property. Be advised that as part of this work abrasive blasting is required. This may require the use of special equipment. Become familiar with the existing site conditions and take all steps necessary to protect adjacent facilities and personnel, at no additional cost to the Owner. In addition, abrasive blasting and painting is called for in, on, or around mechanical equipment that may be damaged by grit, dust, or painting overspray. Mask, wrap, enclose, and provide all protection required to safeguard the 301 Special Provisions 1 equipment at no additional cost to the Owner. Perform abrasive blasting activities in a manner that will not cause a nuisance -to adjacent public and private property and equipment. Colors and Samples: Before starting Work, the Contractor shall obtain favorably reviewed color. Colors are to be factory mixed, using light -fast colorants proportioned by accurate measurement into proper type base. All coatings must perform well in the climate and environment typical of the plant location. All pigments shall be resistant to chlorine environments. Exterior deep -tone colors are to be factory ground into the pigment for maximum color fastness. Materials: Paints used in each system shall be the product of one manufacturer. Coatings used shall be top of the line and as recommended by the manufacturer for the intended use and surface. Shop applied prime coats shall be compatible with the systems included in these Special Provisions. Applicator shall include the date primed and coating manufacturer's required recoat window. Substituted coating systems shall be of the same generic type as those specified. Coating systems shall not contain lead. Coatings for use in potable water shall be certified per ANSI/NSF Standard 61. Abrasives shall not be classified a hazardous material.. Paints and protective coatings listed in the Paint Systems and the Schedule in this Section refer to the following manufacturers and are specified as levels of quality. It is understood that the words "or equal" are included herein. Ameron (A) CRC Industries (CRC) Protecto Wrap (PW) Roto Metals (RG) Sherwin-Williams (SW) Tnemec Co. (T) Tapecoat (TC) Thermacote Welco (TW) Chemical Products Co. (ZRC) Paint Systems: Unless specified otherwise, all dry film thickness refers to the total DFT of the system. System 2: Galvanized Metal Surface Repair To be unpainted: Eutectic type repair To be painted: DFT = 2 mils High zinc content System 4A: Ductile iron: (Exposed to Atmosphere) 1st coat(s) Polyamide Epoxy DFT = 3 to 5 mils 2nd coat Polyamide Epoxy DFT=4to6mils Finish coat DFT = 2 mils Aliphatic Polyurethane (RG) ReGalv (TW) Gal -Viz (T) 90-97 Tneme-Zinc (ZRC) Cold Galy. Compound (CRC) Zinc It (T) 66 Hi -Build Epoxoline (T) 66 Hi -Build Epoxoline (T) 73 Endura -Shield 302 Special Provisions System 4B: Ductile iron: (Submerged Non Potable Water) 1st coat(s) Polyamidoamine Epoxy (T) N69 Epoxoline II DFT = 6 to 8 mils 2nd coat Polyamidoamine Epoxy (T). N69 Epoxoline II DFT=6to8mils System 5: Prefinished Machinery Coating One coat Aliphatic Polyurethane (T) 73 Endura -Shield DFT = 2 mils System 6: Galvanized Surfaces and Non -Ferrous Metals 1st coat Polyamide Epoxy DFT = 4 to 6 mils 2nd coat Polyamidoamine Epoxy DFT = 6 to 10 mils Finish coat Aliphatic Polyurethane DFT = 3 to 5 mils System 7: Miscellaneous Service Coating One full brush coat Coal Tar System 8: Plastic Surfaces (Exposed to Sunlight) 1st coat(s) Polyamide Epoxy DFT = 2 to 3 mils 2nd coat DFT = 2 to 3 mils (T) 66 Hi -Build Epoxoline (T) N69 Epoxoline II (T) 73 Endura -Shield (T) 46-465 (T) 66 Hi -Build Epoxoline Aliphatic Polyurethane (T) 73 Endura -Shield Surface Preparation: Check that hardware, trim, plates, lighting fixtures, and similar items have been removed before starting Work. Coordinate Work with other trades. Check that equipment adjacent walls is disconnected and moved to permit wall surfaces to be painted before starting Work. Perform surface preparation as specified herein: For shop prime, all steel surfaces not subject to sandblasting. Clean surfaces in accordance with Structural Steel Painting Council specifications SSPC-SP 2, "Hand Tool Cleaning", and SSPC-SP 3, "Power Tool Cleaning." For brush clean, remove dirt, dust, loose rust, and foreign matter in accordance with specification SSPC-SP 2, "Hand Tool Cleaning." Sand to degloss all factory finishes. For degreasing/solvent clean, solvent clean metallic surfaces to be painted to remove all oils or grease in accordance with specification SSPC-SP 1, "Solvent Cleaning." Use solvents recommended by manufacturer of paint to be used in each area. In addition, lightly hand sand copper piping. For abrasive blast, conform to the requirements of SSPC-SP5, "White Metal Blast Cleaning", SSPC-SP10, "Near White Blast Cleaning," and SSPC-SP6, "Commercial Blast Cleaning." Paint all blasted surfaces within 8 hours of blasting unless the Engineer gives specific permission to do otherwise. Remove all weld splatter by grinding or chipping prior to sandblasting. When sandblasting ductile iron pipe use the following color description: Standard Description Brush off blast Commercial blast Near White blast Ductile Iron Color Description bluish -gray near black gray white 303 Special Provisions Wash metal surfaces with mineral spirits to remove dirt or grease, and clean off rust or scale with wire brush or sandpaper. For high-pressure waterblasting, remove all dirt, dust, foreign matter, and all but the most tightly adhered rust, mill scale, and paint. Minimum waterblasting pressure and flow: 5,000 psi and 15 gpm. Application: All steel coating application shall be done in accordance with the latest revision of SSPC-PA. Apply all material in strict accordance with manufacturer's instructions. Apply first coat immediately after surface preparation. All paints shall be kept at a consistency and applied in accordance with the printed directions of the manufacturer. The painting shall be done by hand, spray, or roller as favorably reviewed by the Engineer in conformance to individual paint manufacturer's recommendations. The Engineer and paint supplier will review all surfaces to be painted on the job prior to application of any coatings. Once the Contractor begins undercoating or priming, this will be his guarantee that the surface is acceptable to paint. Painted surfaces shall be free from drips, ridges, and brush marks. Stipulations: Thinning permitted only when recommended by the manufacturer and only with thinner recommended for use with the particular product. The use of additives to improve working characteristics or to lengthen or shorten set time is prohibited. Items difficult or impossible to paint after installation shall be painted before installation and touched up after installation. Particular attention shall be paid to materials, which will be joined so closely as to effectively prohibit proper paint application after assembly. These surfaces shall be painted prior to assembly. All surfaces subject to corrosion shall be coated. Apply each coat to a uniform, even coating; lay material on in one direction and finish at right angles. Allow material to thoroughly dry between coats. Scuff sand and remove all runs, sags, overspray, surface roughness, and other defects between each coat. Dust and wipe surface clean before applying next coat. Cutting in is to be sharp and straight, free from overlaps or fuzzy edges. Redo any imperfect work. Apply not less than the number of coats or dry film thickness specified. Apply additional coats if required for uniform coverage, full hiding, and to achieve film mil thickness and continuity. Finished work shall be uniform in color, full coverage, smooth, and free of sags and brush marks. Do not apply coating when temperature is outside the coating manufacturer's recommended surface temperature range or when the temperature of the surface to be painted is less than 5°F above the dew point temperature or humidity above 85 percent. Perform coating operations only under favorable environmental conditions. Take all steps necessary to protect and completely cure the work. Correct defective work to the full satisfaction of the Engineer. Apply the last finish coat on all work after all major construction is complete and the work areas have been cleaned up and are dust free. When successive coats of paint of the same colors are specified, tint alternate coats sufficiently to produce enough contrast to indicate complete coverage of the surface. Apply all coatings within the manufacturer's recommended recoat window. If a topcoat passes the recoat window, submit a letter from the coating manufacturer stating what is required before the topcoat can be applied. Do not apply topcoat until the corrective action has been favorably reviewed by the Engineer. Pinhole and Continuity Testing: After the application of the prime and finish coats of Systems 4 surface protective coating systems on metal surfaces, perform continuity and pinhole checking by means of a low -voltage electrical resistance meter and check thickness with a magnetic thickness gauge. Demonstrate to the Engineer's satisfaction that pinhole free condition and specified film thickness of the paint system has been 304 Special Provisions achieved over all of the painted surfaces. Repair all deficiencies in film integrity and thickness. The Engineer or an independent testing consultant may perform its own continuity and pinhole checking and thickness checks in addition to the Contractor's required tests. The appropriate equipment and necessary support, if requested, is to be provided by the Contractor. Repair any additional deficiencies in film integrity and thickness per the manufacturer's instructions and to the satisfaction of the Engineer. The Contractor's attention is directed to the fact that past use of this instrument has demonstrated that the painter must apply at least two and usually three or more stripe coats along all edges and angles and crevices formed by joining members in addition to the coats specified in order to achieve a pinhole -free surface. Adhesion Testing: Where there is a question of paint or coating adhesion to surfaces, demonstrate to the Engineer's satisfaction that the coating adhesion to the area in question is equal to or greater than that which the paint manufacturer literature states may be achieved by his product. Prepare a field test procedure utilizing the method of ASTM D413 and D429, modified for field-testing; submit to the Owner for review beforehand. Measure and record the temperature, dew point, and humidity daily (at the start of each day, prior to painting, and if conditions deteriorate). Maintain the records in a place where the independent coating inspector and Engineer can check them. Submit them to the Engineer at the end of the project. Testing Support: Provide scaffolding, ladders, lighting, and labor as required to facilitate the independent coating inspector's and Engineer's check. Repair any areas damaged during and by the testing operation. Prior to starting work, provide the testing equipment to the Engineer for the duration of the job. Equipment shall be new and unused. Provide similar equipment to the painters at the site for quality control. The testing equipment shall be 1) Visual Sandblasting Standards: One of Swedish Standards approved by SSPC and ASTM. 2) Surface Profile Comparative Equipment: Visual with 0.5, 1, 2, 3, and 4 mil wheels. Comparator shall be suitable for the blast abrasive. One Keane Tator Surface Profile Comparator Model 127 or equal. 3) Wet Film Thickness Gauge: Six of Nordson Wet Film Gauge or equal. 4) Dry Film Thickness Measuring Gauge with Certified Thickness Calibration Standards: One of Magnetic, range shall be 0 to 40 mils, accuracy shall be ±0.1 mil for 0 to 5 mils, model shall be Elcometer 245 or equal. 5) Temperature Gauges: Two of steel surface temperature gauges. 6) Sling Psychrometer: One of Elcometer 116 or equal. 7) Wet Sponge Holiday Tester: One of Model Elcometer 269, equivalent Tinker Razor model or equal, measuring range: 0 to 20 mils. 8) Elcometer Adhesion Tester. Cleaning and Completion: At the completion of this portion of. the Work, remove all debris, remove all paint and stains from work for which paint finish is not intended, touch up all marred surfaces, and leave all buildings and structures in a clean condition, ready for use. Refinish all damaged or imperfect painting to the satisfaction of the Engineer prior to final acceptance of the facility. Finish work, except waterproofing mastics, is to present an even, pleasing, and uniform color and appearance. Surfaces exhibiting coatings with shadows, streaks, overlap marks, sags, drips, roughness, or non-uniform sheen will be considered as improperly applied and will not be considered acceptable. Leave all machinery nameplate data tags clean and readable and all grease fittings clean and usable. 305 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Spare Paint: Furnish one -gallon (minimum) container of each type and color of finish product used. Label containers. Each product shall have a minimum of 11 months of shelf life at project completion. Provide MSDS sheet with each container. Application Schedule: Provide coatings in accordance with the following exposure schedule. I Exposure Paint Surface Preparation System Note Galvanized metal surface repair Hand tool clean 2 1 Exposed ductile iron pipe (non -immersed) Commercial blast, clean, 4A 2 and dry Exposed ductile iron pipe (immersed) Near white blast, clean; 4B 3 ' and dry Machinery and equipment furnished with Brush clean, spot prime 5 4 shop enamel Exposed galvanized steel and other Degrease, lightly hand 6 5 Inon ferrous metals sand Metal mounted in contact with concrete and Brush clean 7 6 CMU surfaces 1 Concrete vault exteriors and below grade Brush off blast 7 7 exterior concrete surfaces of buildings Exposed plastic piping Hand sand, rinse clean, 8 8 Idry Factory finish coated items not requiring Touchup 9 field painting Notes to Application Schedule: 1. Use galvanize -repair paint to repair -galvanize surfaces to be painted. Use I eutectic -type to repair hot -dipped galvanized surfaces to remain unpainted. 2. Apply this system to all cast or ductile iron pipe, fittings, and valves that are exposed. All ductile or cast iron exposed to atmosphere shall be supplied without I an asphaltic coating. Commercial blast or better for non -immersion service. Factory prime the pipe and fittings. 3. Apply this system to all cast and ductile iron pipe, fittings, and valves that are ' submerged in or suspended over water. All such ductile or cast iron shall be supplied without an asphaltic coating. Near white blast or better for immersion service. Factory prime the pipe and fittings. 1 4. This system applies to all pumps, drives, and machinery that have factory finish coats. This system provides for repair of above-named items and color uniformity with rest of field coat items. 5. Apply this system to all exposed galvanized ducts, galvanized piping, wall ventilators, exposed electrical conduits when conduit is fastened to a painted ' surface; and other galvanized surfaces where adjacent to painted areas. Apply this system to exposed interior and exterior copper piping and other non-ferrous metals unless the coating is specified elsewhere. 6. Coat metal items that are surface mounted on exterior and concrete surfaces unless otherwise specified; specifically include electrical panels, and control cabinets. 7. Apply two coats to the exterior below grade portion of precast concrete vaults. 1 Allow concrete to cure a minimum of 28 days prior to coating 306 Special Provisions 8. This system is to provide a protective coating against ultraviolet light for all outdoor plastic pipe. 9. All panels and equipment with factory finishes identified elsewhere as not requiring field paint, damaged during shipping, storage, or installation: touch-up in the field in a manner compatible with the factory coating with respect to paint type, color, and texture. Touch-up fusion epoxy -coated items only with material provided by the fusion epoxy fabricator. If more than 5% of the surface requires touchup, return the items to the fabricator for recoating. Paint equipment the same color as the attached piping. 7-20.3(4) General Equipment and Mechanical Requirements . Standards for the Work: Provide pipe, fittings, wiring, and supports to produce complete, operable systems with all elements properly interconnected. If a specific dimensioned location is not shown for interconnections or smaller system elements, select appropriate locations and show them on Shop Drawing submittals for review. Provide equipment and material new and without imperfections. Erect in a neat and workmanlike manner; aligned, leveled, cleaned, and adjusted for satisfactory operation; installed in accordance with the recommendations of the manufacturers and the best standard practices for this type of work so that connecting and disconnecting of piping and accessories can be readily made and so that all parts are easily accessible for inspection, operation, maintenance and repair. Locate oil and lubrication fittings clear of and away from guards, base, and equipment and within reach from the operating floor. Coordinate location of all motor connections in order to properly orient encased electrical conduits. In order to meet these requirements with equipment as furnished, minor deviation from the Drawings may be made as favorably reviewed by the Engineer. The recommendations and instructions of the manufacturers of products used in the work are hereby made part of these Special Provisions, except as they may be superseded by other requirements of these Special Provisions. Submittals: Submit Shop Drawings to the Engineer and receive favorable review prior to fabrication, construction, or delivery to the project site. Show sizes and arrangement of equipment, foundations and anchor bolts required, performance characteristics, pump curves, control diagrams, wiring diagrams, motor data sheets, methods of assembly, pipe hanging details, and connections to other work. Date and sign drawings as certified for use in construction of this project. The arrangement of mechanical equipment and appurtenant piping shown on the Drawings may be varied as necessary to fit the favorably reviewed certified manufacturer's installation drawings. However, manufacturers' drawings shall not deviate in substance from the Contract Drawings and these Special Provisions as to location, size, type and design of equipment. All equipment submissions shall include at least overall dimensions, mounting arrangement and dimensions, description of materials, connection sizes and orientation, capacity and location of lifting eyes, motor arrangement showing location of electrical connections, rating data - mechanical and electrical as applicable, detail electrical wiring diagrams, showing component designation and rating, seismic design certifications and anchorage descriptions as required, motor data, list of special tools and/or spare parts to be furnished if any. Each piece of equipment, for which certified witnessed or non - witnessed performance tests are required, shall be accompanied by a completed form containing at least owner's name and location of project, contractor's name and subcontractor if applicable, name of item being submitted, specification reference by section, paragraph and page, data on item (manufacturer, general descriptive data, dimensions, size of connections, speeds, performance curves, serial number), a specific 307 Special Provisions 1 1 1 r 1 1 f 1 1 1 1 1 list of the test results plus a list, which shows the values that differ from Specifications, motor data, type, voltage, frequency, phase, full Toad amperes, starting method, frame size, enclosure insulation type (NEMA Code letter), dimensions, service factor, serial number, date and signature of person certifying the performance. Responsibility and Care. Equipment: The Contractor shall be responsible for the equipment included in this Contract until it has been finally inspected, tested and accepted in accordance with the requirements of these Special Provisions. The Contractor shall make his own provisions for properly storing and protecting all material and equipment against theft, injury, or damage from any and all causes. Damaged material and equipment shall not be used in the work. Design: Design all equipment for the service intended, of rugged construction, of ample strength for all stresses which may occur during fabrication, transportation, erection and during continuous or intermittent operation. Adequately stay, brace andanchor, and install equipment in a neat and workmanlike manner. Give consideration to appearance and safety, as well as utility, in the design of details. Use cathodically compatible materials of construction. - Controls: Unless noted otherwise, the design of the electric control of any equipment system and/or equipment package shall be the responsibility of the manufacturer of the equipment system .and/or equipment package. The elementary control diagrams as shown, on the Electrical Drawings and the diagrams shown on the Instrumentation Drawings are illustrative of control and monitoring requirements pertaining to various equipment of this project. The manufacturers shall design their own functional electric control devices and circuitry, in consultation with the specific elementary control diagrams and other project specifications, to meet the equipment control requirements. . Materials: Design, fabricate and assemble equipment and systems with new materials and in accordance with acceptable modern engineering and shop practices. Manufacture individual parts to standard sizes and gauges so repair parts can be installed in the field. Uniformity: Unless otherwise specified, equipment or material of the same type or classification used for the same purpose shall be the product of the same manufacturer and shall be the same model. Lubrication: Provide lubricants of types recommended by equipment manufacturers, in quantities sufficient for consumption prior to completion, testing, and final acceptance. Anchors: Each equipment manufacturer shall furnish an anchor bolt pattern and the required anchor bolts, nuts and washers of adequate design for securing bases and bedplates to concrete bases. Provide anchor bolts of length to allow for 1 -1/2 -inch of grout under baseplates and adequate anchorage into structural concrete unless otherwise shown or specified. Provide anchor and assembly bolts and nuts of ample size and strength for the purpose intended. All bolts shall be standard machine bolts, with cold pressed hexagon nuts. Provide suitable degauling compounds for bronze and stainless steel threaded components. Any space wholly or partially underground, or having a wall or ceiling forming part of a water channel, is classified as a moist location. Unless otherwise specified or noted on the Drawings, provide Type 304 stainless steel bolts and nuts in submerged locations or submerged and embedded in concrete or buried in earth; provide galvanized steel (hot -dipped), with oversize nuts, bolts and nuts for supports or equipment in dry or moist locations; use other bolting materials where 308 Special Provisions specifically called for in these Special Provisions or on the Drawings. Anchor all motor - driven equipment with cast -in-place anchor bolts or drilled -in anchors set with epoxy adhesive. Do not provide expansion type anchors for motor -driven equipment. Anchor all non -motor -driven equipment with cast -in-place anchor bolts or drilled -in anchors set with epoxy adhesive except that, where specifically allowed by note on the Drawing, expansion type anchors may be used. Lifting Eyes: Supply all equipment weighing over 100 pounds with lifting eyes. Parts of equipment assemblies which are normally serviced separately, such as motors, to have lifting eyes of their own. Drives: Provide all drive units with a AGMA rating and service factor suitable for 24 hours per day operation under the operating load. Nameplates: Furnish each piece of equipment and its driver with a corrosion -resistant metal nameplate fastened to the item in a readily readable position. This nameplate to contain the manufacturer's name, equipment rating, capacity, size, model, serial number and speed. All information written or printed to be in English. Furnish each piece of rotating equipment with a direction of rotation arrow. Label each piece of equipment using a plastic laminate label with the functional name and number of the equipment. Fasten labels to the equipment, its base or other acceptable location. Letters shall be at least 1/2 -inch high with the border trim on all sides not less than 1/4 -inch. Color shall be green background with white letters. Fasteners shall be brass or stainless steel screwed into inserts, anchor shields or tapped holes in equipment or base. Protection Against Electrolysis: Where dissimilar metals are used in conjunction with each other, provide suitable insulation between adjacent surfaces so as to eliminate direct contact and any resultant electrolysis. Connections of dissimilar piping materials shall utilize dielectric unions, flanges, couplings, or bushings. Special Tools: For each type of equipment to be furnished, provide a complete set of all special tools (including grease guns or other lubricating devices) which may be necessary for the adjustment, operation, and maintenance of such equipment. Factory Painting: On pumps, motors, drives, starters, control panels and other similar self-contained or enclosed components, apply a factory protective paint system unless otherwise noted. Paint or otherwise protect surfaces that are inaccessible after assembly by a method which provides protection for the life of the equipment. Shop Priming: Except where field sandblasting is required, apply one or more shop coats of metal primer on surfaces to be finish painted at the site of sufficient thickness to protect surfaces until finished. Primer shall be compatible with finish coat. Rust Preventive: Coat machined, polished, other ferrous surfaces, and non-ferrous surfaces; which are not to be painted with rust preventive compound. Factory Tests: Perform factory tests for each piece of equipment where specifically called for in the section specifying that equipment. Note that factory tests are inherent in many reference standards. The requirement for a factory test in a referenced standard is hereby made a part of these Special Provisions. Conduct factory tests at the same speeds and other conditions at which the equipment will operate in the field, except as noted. Where specifically noted, performance tests may be witnessed by the Engineer or his representative. Inform the Engineer in sufficient time to allow arrangements to be 309 Special Provisions made for witness of such tests. When non -witnessed tests are performed, supply certified results. Perform factory testing of pumps in accordance with the requirements and standards of the Hydraulic Institute. Tests of other equipment shall conform to the requirements set forth in these Special Provisions. Examination: Inspect each item of equipment for damage, defects, completeness, and correct operation before installing. Preparation: Prior to installing equipment, ensure that the areas are clean. Maintain the areas in a broom -clean condition during installation operations. Clean, condition, and service equipment in accordance with the approved Instruction Manuals and specific recommendations of the equipment manufacturer. - Equipment installation shall conform to approved Instruction Manuals. Employ skilled craftsmen experienced in installation of the types of equipment specified. Use specialized tools and equipment, such as precision machinist levels, dial indicators, gauges, and micrometers, as applicable. Produce acceptable installations free of vibration or other defects. Align and pin to common bedplate equipment and drivers connected by flexible couplings. Anchor Bolt Installation: Deliver bolts with templates or setting drawings and verify that bolts are'correctly located before structural concrete is placed. Base and Bedplate Grouting: Do not place grout until initial fitting and alignment of connected piping is completed. Level and align equipment on the concrete foundations, then entirely fill the space under base or bedplates with grout. Bevel exposed grout at 45 degree angle, except round exposed grout at horizontal surfaces for drainage. Trowel or point exposed grout to a smooth, dense finish and damp cure with burlap for three days. When grout is fully hardened, remove jacking screws and tighten nuts on anchor bolts. Check the installation for alignment and level, and perform approved corrective work as required to conform to the tolerances given in the applicable Instruction Manual. Make an allowance of at least 1-1/2 inches for grout under the equipment bases, whether or not shown on the Drawings. Use steel shims to level and adjust the bases. Shims may be left embedded in the grout, in which case they shall be installed neatly and so as to be as inconspicuous as possible in the completed work. Unless otherwise approved, all grout shall be a favorably reviewed non -shrink, non- metallic grout. Dimensionally stable, inorganic, premixed and resistant to acids, alkalies, and salt water, and unaffected by water and oil. It shall have high strength, even when used as a pourable mixture, and shall bondwell with steel and cured concrete or be compatible with a suitable bonding agent which shall then be used to effect the bond. Use in strict accordance with the manufacturer's recommendations. Provide Five Star Grout as manufactured by U.S. Grout Corporation, Bonsai Construction Grout as manufactured by Bonsai Company, or equal. Submit for favorable review by the Engineer prior to use. Where practicable, place the grout through the grout holes in the equipment base and work outward and under the edges of the base and across the rough top of the concrete foundation to a peripheralformso constructed as to provide a suitable chamfer around the top edge of the finished foundation. Equipment Startup and Adjustment: Arrange for an authorized factory -trained representative of the company or companies supplying the various items of equipment to check the installation and adjust and test the equipment furnished before the acceptance of the work by the Engineer. Said representative shall be experienced and knowledgeable of the equipment being tested. Furthermore, he shall assist and instruct 310 Special Provisions the operating staff in adjusting and operating the equipment during the initial plant operation period. Provide initial lubrication for all equipment. Test and demonstrate to the Engineer that all equipment operates properly and specified performance has been attained. For pumps, include measurement of suction and discharge pressure at the pump and measurement of pumping rate by volumetric means or through a suitably calibrated meter for two points on the performance curve. For adjustable -speed pumps, conduct tests at a minimum of two speeds. Furnish any test equipment or measuring devices required, which are not part of the permanent installation. In addition, demonstrate that the entire facility is in full operating condition prior to the acceptance of the work. Should any equipment or part thereof fail to operate as intended, immediately remove and replace it, all at the Contractor's expense. Pay for all tests involved in this Section. Pressure test equipment and connections thereto as required by these Special Provisions. Performance Tests: Upon completion of the work, and after all systems are set and balanced, conduct performance tests in accordance with Division 1 and other applicable sections of these Special Provisions. Submit test conditions, test data, and results to the Engineer for review. Sound Level Testing: Measure the sound level developed by all mechanical and electrical equipment provided. Perform testing in all rooms and spaces containing such equipment during the final operation test program with all equipment operating. Use OSHA approved instrument and record the highest sound level developed when measured according to OSHA standards in each room and space. Deliver a copy of records to the Engineer. Provide an inventory of tools and loose parts required to be supplied under the project. Turn over inventory and parts to the Engineer. The Engineer written acknowledgment of receipt is required for project completion. Loose parts are defined as items such as special tools, keys, safety equipment, and portable equipment. Refer to Section 01700 and relevant technical sections of these Special Provisions for additional instructions. Furnish a complete list of recommended spare parts and supplies for each equipment furnished with current prices and a source of supply. Provide a list of all recommended lubricants not listed in the O&M Manuals. 7-20.3(5) Electric Motor Drives Reference Standards: National Electrical Manufacturers Association (NEMA) Standard: MG 1 - Motors and Generators. Institute of Electrical and Electronics Engineers (IEEE) Standard: 112 - Test Procedure for Polyphase Induction Motors and Generators. Underwriters Laboratories (UL) Publication: Recognized Component Directory. Submittals: For each motor, includes manufacturer's name, manufacturer's type and frame designation, horsepower output, time rating, maximum ambient temperature rating, insulation system designation, rpm at full load, voltage, number of phases, frequency and full load amperes, code letter for locked rotor kVA, service factor at 40°C ambient, NEMA design letter, enclosure type, lubrication requirements, including type and frequency, KW input power and power factor at 75% and 100% of rated horsepower output, guaranteed minimum efficiency and nominal efficiency per MG1-12.55, nominal efficiency. Furnish installation, operation and maintenance instructions, and renewal parts list as required for maintenance manuals. 311 Special Provisions Coordination: Coordinate motors with driven equipment requirements. Unless otherwise specified, equipment manufacturers or suppliers shall select and provide motors for their equipment in conformance with these Special Provisions. Give particular attention to coordination of requirements for power, starting torque, speed, bearing load, ambient temperature, frequency of starting, moisture exposure, and adjustable speed control. Suppliers of motors to be used with adjustable speed systems shall provide all relevant motor data to the adjustable speed control manufacturer for analysis. Provide motors in conformance with and compatible with the adjustable speed control manufacturer's equipment and requirements. Provide all relevant motor data to the pump manufacturer for vibration, reed critical frequency and other required analyses. Specific Requirements: The motor characteristics .specified with the driven equipment in all cases include: speed, horsepower or supplier responsibility to determine, horizontal or vertical arrangement, indoor or outdoor location. Additional motor characteristics are specified with the driven equipment only where the required motor differs from the typical characteristics described below or where additional properties or characteristics are required that are not specified in this Section. Motors shall be designed, built, and installed in thedriven equipment, to provide long, trouble-free life in industrial service and shall be rated in conformance with NEMA MG1. Motors rated 100 horsepower or less and rated 600V or less shall be listed in UL Recognized Component Directory or shall be listed and labeled by other organizations acceptable to the authority having code enforcement jurisdiction. Unless otherwise specified with the driven equipment, motors shall be single speed, and designed for continuous duty and full voltage starting. Motors shall provide standard starting torque. Voltage ratings shall be (a) 1/2 horsepower or less: 115 volts, single phase, 60 Hz, capacitor start. Small fan motors may be split phase or shaded pole type if standard for the equipment. (b) Above 1/2 horsepower: 460 volts, three phase, 60 Hz, squirrel cage induction motors. All motors shall have a service factor of 1.15 in an ambient temperature of 40°C except motors, which have special enclosures or winding configurations, may carry a Unity (1.0) Service Factor. Examples are totally enclosed, explosion proof, or submersible motors. Windings shall be copper. Provide ground lug inside theterminal box. Provide lifting eye on each motor weighing more than 50 pounds. Each motor shall be suitable for six starts per hour (5 minutes on and 5 minutes off, continuously) when powering the specific driven equipment required for this project. Each motor shall have an overall sound power level at no load not greater than given in NEMA MG1-12.49. Motors used with adjustable frequency drives shall have inverter duty complying with NEMA MG -1, Section IV, Part 31. Nameplate: Provide stainless steel nameplate for each motor, attached to the motor by stainless steel screws or drive pins. Nameplates shall indicate clearly the information required by NEMA MG1, Part 10 and Part 12. When specifically called for in these Special Provisions for the driven equipment or required by Code for hazardous locations: Motors shall be explosion -proof and shall be UL listed for Class I, Division 1, Groups C and D locations; motors shall bear the UL label; for submersible: Motors shall comply with air filled or oil filled squirrel cage induction type, service factor of 1.15 or better, Class H insulation, Class B temperature rise, and rated for 6 starts per hour minimum, listed by either UL or FM for Class 1, 312 Special Provisions Division 1, Groups C and D hazardous locations, suitable for operating in free air continuously (i.e., not submerged in sewage), bearing L10 life 50,000 hours minimum, Tungsten carbide seals, and lower bearings of either the ball or roller type. If required by the manufacturer to not void the motor warranty, provide a moisture detection system and a motor winding thermostat system. These systems shall be complete, including all necessary interfaces, control panels, conduits, and wires, even though these may not be shown on the Drawings. Insulation: Unless otherwise specified with the driven equipment, provide motors with Class B or F insulation, non -hygroscopic. In motors to be used with adjustable frequency drives, provide Class F insulation with Class B temperature rise or better. In single phase motors 1/2 horsepower or smaller, provide Class A insulation or better. Where called for in these Special Provisions for the driven equipment, provide the moderate moisture resistant: provide extra dip and bake of epoxy or polyester varnish to resist somewhat higher than normal moisture in the atmosphere. Motor Horsepower: The maximum permissible motor loading: Motors with service factor 1.15 or greater: 100% of nameplate horsepower, Motors with service factor less than 1.15: 90% of nameplate horsepower. Probable motor horsepower ratings have been specified or shown on the Drawings. Changes from the specified horsepower may be accepted, if necessary to assure that motors do not exceed their maximum permissible loading, as defined above, under normal operation. Motor horsepower shall not be Tess than those specified in driven equipment sections. If a larger horsepower rating is required by the driven equipment, provide all changes required to motor starting and control equipment and to the conduit and wiring system without any additional cost to the Owner. Locked Rotor kVA — Code Letter: Provide motors with locked rotor kVA values Tess than or equal to those corresponding to the following: Horsepower Code Letter <5 M 7-1/2-10 H .15 G Thermal Protection: In each motor to be used with adjustable speed drives, in all motors 60 horsepower and larger, or where called for in these Special Provisions for the driven equipment, provide integral thermostats or other approved devices to protect the motor from overheating. Thermostats or other devices shall be normally closed and rated 125 Vac, 1 amp. Factory Tests: Conduct factory tests on all motors in conformance with NEMA MG 1-12.55. All tests shall be made in accordance with IEEE Standard 112. Installation: Install motors in driven equipment in conformance with motor manufacturer's recommendations and requirements. Motor nameplate shall be visible when installed on the driven equipment. 313 Special Provisions 1 1 1 1 1 0 f t t 1 1 1 r 1 1 r �i 1 1 i 1 1 1 7-20.3(6) Submersible Wastewater Pumps Submittal: Before proceeding with the construction of the products, submit the information to the Engineer for approval. Provide sufficient data to show that equipment conforms to Specification requirements, including a prototype pump performance curve for each application including curves at maximum and minimum speed. Submit certification that pumps and motors are suitable for adjustable speed service. Submit in a single complete initial package. Furnish manufacturer's installation, lubrication, operation and maintenance manuals, bulletins, and spare parts lists. Furnish affidavitsfrom the manufacturer stating that the pumps have been properly installed and tested, and each is ready for full time operation. Performance Testing: Submit certified non -witnessed factory performance tests in accordance with Hydraulics Institute Standards are required for each pump. Obtain favorable review from the Engineer prior to shipment of the pumps. Quality Assurance: AH equipment furnished shall: (a) be of a manufacturer who has been regularly engaged in the design and manufacture of the equipment for at least 5 years; and (b) be demonstrated to the satisfaction of the Engineer that the quality is equal to equipment made by those manufacturers specifically named herein. Provide pumps to meet the performance and design requirements listed in the following pump schedule: Item Pump 1-1;; ` Pumps 2-1:and' 3-1 Quantity of Pumps 1 2 Design Point 455 GPM @ 48.7 ft. TDH 220 GPM 1 36.2 ft. TDH Maximum Capacity 533 GPM © 45.7 ft. TDH 325 GPM © 31.7 ft. TDH Shutoff Head 69.5 ft. TDH 49.0 ft. TDH Maximum NPSH Required Maximum Capacity 15 ft. 10 ft. Maximum Speed 1800 RPM 1800 RPM Motor Horsepower 10 HP 5 HP Manufacturer/Model Flygt NP 3127 MT Flygt NP 3102 MT Minimum Size Discharge 4 inch 4 inch Minimum Guaranteed Hydraulic Efficiency CP Design Point 60% 45% Gauge Range: Discharge 0-30 psi 0-30 psi The pumps shall be heavy-duty; submersible, non -clog, centrifugal, quick disconnect sump pumps. The pumps shall be capable of operating in the range of capacity specified on a continuous basis with no detrimental effects to the pump or motor. The pump motors shall be listed by either UL or FM for Class 1, Division 1, Groups C and D hazardous locations. The pump manufacturer shall be Flygt, no equal to match the City of Yakima's standard. The pumps shall be designed to permit sump -top removal of pumping units from the wet well for inspection or service without disconnecting or disturbing the discharge piping. The pump connection shall be metal to metal. The design shall permit the pumps when 314 Special Provisions lowered into place to be automatically connected to the discharge piping by positively locking the volute in position to prevent any axial or lateral movement. There shall be no need for personnel to enter the wet well when pump inspection or service is required. Pump assembly, including motor, pump, and cable accessories must be rated for Class 1, Division 1 hazardous environment, explosion proof, group C & D. Piping, Fittings, and Appurtenances: Each pump shall be furnished with quick - disconnect discharge elbow, Schedule 40 pipe rails, upper guide rail bracket, intermediate guide rail bracket, rail -guided lifting assembly, and stainless steel lifting chain and stainless steel wire rope of sufficient strength to raise and lower pump. All guide rail components and fasteners shallbe type 304 stainless steel. Provide a Type 304 stainless steel cable holder. Each pump shall be provided with 3 feet of lifting chain connected to the pump and sufficient length of stainless steel wire rope to extract the pump from the installation. Furnish each submersible pump with a stainless steel Grip - Eye for use with a. mechanical lifting device. Grip eye shall be appropriately sized for weight of pump to be lifted and size of lifting chain. The stainless steel wire rope shall be connected to the end of the lifting chain. Ends of the lifting chain and one end of the wire rope shall be provided with shackles for connecting. The other end of the wire rope shallbe supplied with a loop for hooking on the cable holder. The loop shall fit through the large eye of the Grip -Eye. Provide a manual davit crane with socket for mounting as shown on the Drawings. The crane shall be capable of 360 degree rotation, manufactured of stainless steel, and include 60 feet of stainless steel wire rope. The winch shall be a stainless steel spur gear hand winch. The crane shall have a load rating in excess of the weight of the pump and a minimum hook height of 36 inches when the crane is perpendicular to the base. The crane shall be model 5122M3SS as manufactured by Thern or equal and provided with a stainless steel socket base. - Provide a mix -flush valve on Pump 1-1 thatwill produce a jet of water coinciding with pump start to scour grease and re -suspend solids in the .wet well. :The flush valve shall attach to the pump volute, making use of pump discharge to produce a jet of water. The flush valve shall close automatically after an adjustable period of flushing. Flush valves shall have cast iron body and ball check and contain no electrical parts. Pump Castings: Castings shall be of cast iron or semi -steel of uniform quality and free from blowholes, porosity, hard spots, shrinkage defects, cracks and other injurious defects. The casings shall be designed to permit replacement of wearing parts. Joints shall be properly sealed with O -rings and shall not leak under a test pressure' equal to 50 percent greater than the pump discharge pressure or the total dynamic head; whichever is greater. Passageways shall permit smooth flow and shall be free from sharp turns and projections. Impellers: Impellers shall be of cast iron, cast steel, or an alloy suitable for the service required. The impellers shall be smooth and free flowing and shall have sufficient clearance to permit objects in the sewage that enter the pump to pass into the discharge pipe. Each impeller shall be accurately fitted and keyed, splined, or threaded on the shaft, and locked in such a manner that lateral .movement will be prevented and reverse rotation will not cause loosening. Balance: All rotating parts of the equipment shall be in such balance, mechanically and hydraulically, as to operate throughout the required range without excessive end thrust, vibration, or noise. 315 Special Provisions 1 1 1 1 t i r 1 1 1 Shafts: Shafts shall be steel, shall be of sufficient size and strength to perform the work required, and shall be adequately provided with alignment bearings. Bearings: Bearings subject to submersion shall be ball bearings manufactured from high-grade bearing alloy. Bearing shall have a minimum L-10 life of 50,000 hours. Cooling System: Motors shall be sufficiently cooled .by the surrounding environment or pumped media. A water jacket shall not be required. Mechanical Seals: Each pump shall be equipped with tungsten carbide seals. Electrical Motors: Submersible, 60 Hertz. See Section 7-20.3(5) for detailed motor specifications. Nameplate motor horsepower shall not be exceeded at any flow up through the maximum operating point in the Pump Schedule. Motors for Pumps 2-1 and 3-1 shall be suitable for operation with an adjustable frequency drive (AFD) over the specified operating range of the pump. Each motor shall include a moisture detection and motor winding thermostat systems. Relay for the moisture detection and motor winding thermostat systems shall be provided by the submersible pump manufacturer and installed in the pump station control panel. Pump power and control cables shall be of sufficient length to reach the pump panel and have adequate slack remaining to facilitate removal of the pump. Miscellaneous Metals: Bolts, nuts, anchors, washers, and all other types of supports necessary for the installation of the pumps and drive units shall be furnished and shall be of Type 304 stainless steel. Shop Painting: Apply manufacturer's standard factory paint finish. Pressure Gauges: Provide discharge pressure gauges for each pump with features and accessories in accordance with Section 7-20.3(8). Gauge ranges shall conform to the listing in the pump schedule. Installation: Equipment shall be installed in strict conformance with the manufacturer's installation instructions. Field Service: The manufacturer of the pumps shall supply a competent field service engineer to thoroughly check and inspect the pumps after installation, place the pumps in operation and make necessary adjustments, and instruct owner's personnel in proper operating and maintenance procedures before and after installation. Field Painting: Apply a final color coat of paint to the pump units(s) in accordance with Section 7-20.3(3). Field Test: All pumps shall be field tested and will be witnessed by the Engineer. For further requirements on tests, refer to Section 7-20.3(4). Prior to performing pumping tests, the other tests shall have been satisfactorily completed including piping leakage tests, valve control and operation, pump seal water systems, electrical testing of circuits, controls and conductors. 316 Special Provisions 7-20.3(7) Oil/Water Separators Submittal: Before proceeding with the construction of the products, submit the information to the Engineer for approval. Submit descriptive details of the manufacturer's proposed standard products including precast concrete vault, access hatches, coalescing packing material, minimum concrete 28 -day compressive strength, a cement certification. Submit shop drawings including design criteria, reinforcing steel location and concrete cover, layout of all attachments and openings, location and type of joints. The oil/water separators shall be a precast concrete structure including a forebay, a separator section with a coalescing pack, an afterbay, access hatches, inlet and outlet inspection/sampling tees. The oil/water separator manufacturer shall be Utility Vault Model 816 -3 -CPS; or equal. Design Criteria: The oil/water separators shall have a flow capacity of 1,100 gpm or greater. The oil in the effluent shall be no more than 10 ppm at a flow rate of 877 gpm. The 100% collected size shall be 60 micron. The design and construction of the oil/water separators shall conform to ASTM C-890 and C-913. Cement shall conform to ASTM C150, Type II, low alkali. The structure and cover live load shall meet AASHTO Loading Class HS 20-44. The backfill material shall conform to WSDOT Standard Specifications Section 2-09.3(1)E. Design the oil/water separators for groundwater up to 13 feet below grade. The cover opening shall be sized to support the access hatch. Depth of the structure shall be as shown on the Drawings. Provide lifting eyes for the structure. Coalescing Pack: The coalescing pack shall be designed to separate oil and solids from water using the differences in their specific gravities. As the oil/water/solids mixture travels through the plates, oil rises to the top and solids drop to the bottom through dedicated surfaces and weep holes. The coalescing pack shall be manufactured in three separate modular sections. Each section shall be sized such that it can be easily removed from the structure through the access hatch on the top. There shall be no need for personnel to enter the structure to remove the sections. Provide lifting eyes for each section. The plate spacing shall be 1/4" inch and plate angle shall be between 45 to 60 degrees from the horizontal. Locate the pack at least 6 inches from the bottom of the separator for sediment storage. The pack shall be designed for ease of cleaning with high-pressure rinse. Access Hatches: Provide access hatches in accordance with sizes and types as shown on the Drawings. Single leaf access hatches shall be Bilco Model "J"; Babcock -Davis Model AM; or equal. Double leaf access hatches shall be Bilco Model "JD"; Babcock - Davis Model GT; or equal. Door leaves shall be 1/4 -inch (6.35 mm) thick aluminum, diamond pattern, reinforced as required to withstand H2O loading where designated H20. The frame shall be 1/4 -inch (6.35 mm) thick aluminum channel with anchor flange around perimeter. Provide channel to collect drain water and provide 1 -1/2 -inch (38 mm) drainage coupling for connection to drainlines. Doors shall be equipped with heavy forged brass hinges, stainless steel pins, spring operators and an automatic hold - open arm with a positive automatic latch that will secure the door in the open position until the release handle is activated. Submit details of latch for review. Provide snaplock with removable handle. Provide aluminum recessed hasp to door and frame where required for padlock. Provide stainless steel hold -open pin through holes in hold - open arms to insure against accidental hatch closure. Attach pin to hatch with a short stainless steel chain to prevent loss. For each access hatch, provide a safety net 317 Special Provisions 1 1 1 1 1 t i 1 1 1 r 1 t 1 1 1 spanning the entire opening to provide fall protection. The safety net must be supplied by the access hatch manufacturer and be of the type designed for access hatches. All hardware shall be stainless steel throughout. The finish shall be mill finish aluminum with bituminous coating applied to the exterior portion of the frame that will be concealed after installation. Provide a 10x12 -inch minimum size sign permanently attached to the underside of hatch doors reading: "Danger: Make Sure Hold -Open Latch is Positively Engaged Before Using. Insert Pin in Holes in Hold -Open Arms to Hold Door Open." Source Quality Control: For precast sections, verify concrete compressive strength test results are satisfactory for the sections supplied. State the curing method. Identify the start and end dates for the sections supplied. For frames and covers, verify cast test bar tensile strengths are satisfactory. Excavation and Backfill: Conform to WSDOT Standard Specifications Section 2-09. Approximate hauling distance for unsuitable materials and excess excavated soil is 10 miles. Oil/Water separator Installation: Install the products in .strict conformance with manufacturer's installation instructions. Access Hatch Installation: Make sure all aluminum surfaces, which will be in contact with concrete, are coated with bituminous paint. Coordinate connection of drainage coupling to plumbing drainline prior to the concrete pour. Set frame level and true to plane at all four corners, and flush with adjacent finished surfaces. Doors, when closed, shall be flush with frames and flush with each other. Install warning sign. Leak Test: Furnish and dispose of water used for testing. Hydraulically test the oil/water separators installed. After all pipes have been laid, backfilling has been completed, and after the testing of the pipes, plug the end of the pipe stubs in the structure with flexible - joint caps, or acceptable alternate, securely fastened. Fill the oil/water separators with water and measure leakage over a period of not less than one hour. Allowable leakage shall be less than one (1) gallon per hour per 10 -foot depth of wet well. When leakage from the oil/water separator exceeds the above amount, determine the source or sources of the leakage, and repair or replace defective materials and workmanship. The completed pipe and oil/water separator installations shall pass this test before the project can be accepted. Performance Test: The oil/water separators shall be field tested and will be witnessed by the Engineer. For further requirements on tests, refer to Section 7-20.3(4). 7-203(8) Piping, Valves and Accessories Submittals: Verify by excavation, inspection, and measurement all installation conditions, including existing utilities and structures, for all pipes before preparation of Shop Drawings. Submit field measurements and photos with Shop Drawings where exposed conditions are significantly different than indicated on the Drawings. Submit detailed installation drawings of all piping. Schematics may be submitted for piping 4 inches and smaller. The Drawings and schematics shall include pipe support locations and types, fittings, valves, other appurtenances. Submit data to show that the items conform to the Specification requirements including pipe, fittings, and accessories, fabricated pipe supports and other pipe supports, pipe couplings and flexible pipe pieces, valves and accessories. Submit samples of gaskets and other materials where 318 Special Provisions required by the detailed specifications. Submit certified test and by the referenced standard specifications. Furnish manufacturer's installation and operation manuals, lists for valves. Furnish affidavits from the manufacturers reports as required in this specification. reports as required herein bulletins, and spare parts for valves, and field test Quality Assurance: Materials and equipment furnished under this Section shall be of manufacturers who have been regularly engaged in the design and manufacture of the materials and equipment for a period of at least 5 years. Demonstrate to the satisfaction of the Engineer that the quality is equal to the materials and equipment made by the manufacturers specifically named herein, if an alternate manufacturer is proposed. Trench Excavation and Backf ill: Conform to WSDOT Standard Specifications Sections 7-08 and 7-17. Approximate hauling distance for unsuitable materials and excess excavated soil is 10 miles. Factory Quality Control: Test all products as noted herein and by the reference specifications. Perform leakage tests and be responsible for the costs of additional inspection and retesting by the Engineer resulting from noncompliance. Appurtenances: Furnish and install all necessary guides, inserts, anchors and assembly bolts, washers and nuts, hangers, supports, gaskets, couplings, and flanges; all other appurtenant items as shown on the Drawings, specified or required for the proper installation and operation of the piping; devices included in or on the piping equipment; and piping accessories. Pipe Support for Piping 4 Inches and Larger: Pipe supports are shown on the Drawings for piping 4 inches and larger in diameter, where the piping is shown on layout drawings. Each pipe support used is designed to resist seismic loading except where the support is of the sliding type for thermal expansion. Other supports are provided to resist axial seismic loading of pipes designed for thermal expansion. Pipe supports that are considered seismic resistant are so noted on the pipe support details on the Drawings. The location and types of supports and braces are indicative and may be modified by the Contractor to suit field conditions, provided the modified support system conforms to the design criteria stated herein, and receives the favorable review of the Engineer. Where piping is shown schematically only, it shall be the Contractor's responsibility to support all such piping in accordance with the design criteria stated herein and using support details shown on the Drawings. Pipe supports have been designed assuming flanged joints on ductile iron pipe and steel pipe, unless otherwise indicated on the Drawings. If groove type mechanical couplings are used as an alternative, . provide additional supports where required, particularly to resist rotation. Shop drawings of these additional supports shall be favorably reviewed by the Engineer prior to installation. Pipe Support for Piping Less Than 4 Inches: Pipe supports are generally not shown for piping less than 4 inches in diameter. Where supports are not shown, it shall be the Contractor's responsibility to support all such piping in accordance with the design criteria stated hereinafter and the support details shown on the Drawings. Piping 2- 1/2 inches and larger shall be supported with pipe supports designed to resist seismic loads. Piping smaller than 2-1/2 inches with non -hazardous contents may be supported with non -seismic resistant supports. Where not detailed or otherwise indicated, pipe support types and spacing shall be in accordance with the Manufacturer's Standardization Society (MSS) Standard Practice No. SP -58 and No. SP -69, except as 319 Special Provisions 1 1 1 1 1 t 1 v 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 superseded by the requirements of these Special Provisions. Hangers and supports used as components of a fire protection system shall comply with NFPA Standard No. 13 and be listed and labeled by UL and FM. Pipe Support System Design Loads: Pipe suspension shall be such as to prevent excessive stress or excessive variation in supporting force while system is in operation. Pipe supports shall support the sum of the weight of the pipe, fittings, appurtenances, and contents. In addition, the pipe shall be anchored to resist internal pressure forces tending to separate any unrestrained joint at pressures 1-1/2 times the maximum working pressure for the applicable service. Pipe Support System Seismic Loads: Seismic loads, expressed as a percentage of the weight of the contributing length of pipe, fittings, appurtenances, and contents, are 45% in any direction within the horizontal plane of the pipe, and 23% up or down within the vertical plane of the pipe. Pipe Support System Location: All piping shall be supported in a manner that will prevent undue strain on any valve, fitting, or piece of equipment. In addition, pipe supports shall be provided at changes in direction or elevation, adjacent to flexible couplings, at all non -rigid joints, and where otherwise shown. Where piping connects to equipment, it shall be supported by a pipe support and not by the equipment. Maximum support spacing shall conform to the following table: Pipe Size Inches Pipe Material Maximum Spacing Feet 1" & smaller Iron or Steel Copper Plastic Tubing 6 4-1/2 continuous continuous 1-1/4 to 2" Iron or Steel Copper or Plastic 8 5 2-1/2to4" Iron or Steel Copper or Plastic 10 6 6to8" Iron or Steel Plastic 12 8 10" & larger Iron or Steel 15 Piping penetrations through concrete walls and slabs are considered to resist seismic loading, provided penetrations for pipes 3 inches in diameter and larger are complete with a wall flange. Branch piping is not considered to provide resistance to seismic forces. Anchors: Anchors for connecting pipe supports to concrete shall be in accordance with Section 7-20.3(1). Thermal Expansion Allowance: Provide one rigid pipe support for each straight run of pipe and between each pair of flexible couplings, flexible connectors, or expansion loops for pipes listed below. Provide other supports at the required spacing that allow sliding or rolling, as noted, along the pipe axis: PVC pipe larger than 1 -inch in diameter (sliding inside PVC sleeve). Provide vertical support only, that is, no lateral support, within 4 feet of an angle or tee for pipes listed above. 320 Special Provisions Pipe and valve sizes are nominal inside diameter unless otherwise noted. Construct vents of materials specified for the pipe system for which they serve. All materials delivered to the job site shall be new, free from defects, and marked to identify the material, class, and other appropriate data such as thickness for piping. Acceptance of materials shall be subject to strength and quality testing in addition to inspection of the completed product. Acceptance of installed piping systems shall be based on inspection and leakage tests as specified hereinafter. Gaskets: Except where specified otherwise, gaskets shall be Nitrile. Bolts and Tie Rods: Unless specified otherwise herein, flange bolts and nuts, coupling bolts and nuts, tie rods and other hardware shall be as: Electroplated zinc or cadmium steel for exposed, type 304 stainless steel for submerged (Minimum tensile strength: 60,000 psi), steel for concrete encased, type 304 stainless steel for buried (minimum tensile strength: 60,000 psi). Apply an anti-gauling compound to the threads of stainless steel bolts. Ductile Iron Bell and Spigot Pipe: Conform to AWWA C151. Provide minimum pressure class in accordance with the following table: Pipe Size (inches) Minimum Pressure Class 3-12 350 14-20 250 >_24 200 Joints shall be push -on AWWA C111 as modified, except where flanged joints are shown on the Drawings or where making connections to valves. Gaskets shall be SBR. Provide restrained joints for all connections. Provide restrained joints for pipe and fittings capable of deflection after restraint is installed. Joints shall not separate under an internal pressure of 250 psi. For push -on joints use TR -FLEX by United States Pipe & Foundry Company; equivalent product by American Cast Iron Pipe Company; or equal. Fittings shall be ductile iron with push -on joints and conform to AWWA C153. Special fittings not available in ductile iron or cast iron pipe may be fabricated of welded steel pipe with a design pressure of 350 psi, line and coat with fusion epoxy. Design and wall thickness shall be submitted to the Engineer for review. Lining shall be ceramic epoxy as specified below. Alternatively, fittings may be fusion epoxy lined and coated per AWWA C116. Buried pipe shall receive asphalt coating per AWWA C151 and wrapped with Polyethylene encasement per AWWA C105. Double wrap flanged fittings, mechanical joints, or other appurtenances with significantly different outside diameters from the pipe. Exposed or submerged pipe requiring protective coating per Section 09960 shall be shipped bare or shall be factory primed compatible with selected field paint system. Ductile Iron Pipe with Flange Ends: For flanged pipe, conform to AWWA C115 including Appendix A, minimum thickness Class 53. For grooved end pipe, conform to AWWA C151 with grooves in accordance with AWWA C606, Table 3, for rigid joints. Provide minimum thickness classes in accordance with AWWA C606. For joints, where flanges are shown on the Drawings, provide mechanical rigid grooved couplings up to 24 -inch or flanges; at the Contractor's option, except where grooved couplings are required in the Drawings. Provide flanges where required to connect to valves, equipment or certain pipe supports. Flanges shall be ductile iron, plain faced, and conform to AWWA C115. Submit certification that flanges comply with AWWA C115. 321 Special Provisions 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 Mechanical grooved couplings shall conform to AWWA C606, minimum pressure rating of 150 psi. Flanged fittings shall be ductile iron and conform to AWWA C110. Grooved end fittings shall be ductile iron and conform to AWWA C110 for materials, dimensions, and pressure ratings. Grooves shall be in accordance with AWWA C606, Table 3, for rigid joints. Lining shall be ceramic epoxy as specified below. Buried pipe shall receive asphalt coating per AWWA C151 and wrapped with Polyethylene encasement per AWWA C105. Double wrap flanged fittings, mechanical joints, or other appurtenances with significantly different outside diameters from the pipe. Exposed or submerged pipe requiring protective coating per Section 09960 shall be shipped bare or shall be factory primed compatible with selected field paint system. Ceramic Epoxy Lining: Pipe and fittings shall be. previously unlined. Solvent clean and completely abrasive blast all areas to receive lining. The ceramic epoxy material shall be an amine cured novalac epoxy containing at least 20% by volume of ceramic Quartz. Lining shall be factory applied to the interior of pipe and fittings to a dry film thickness of 40 mils. Gasket areas and spigot ends shall be coated with 6 to 10 mils of ceramic epoxy joint compound, which shall also be used for field touchup of any damaged surfaces. Thickness test linings per SSPC-PA-2 using a magnetic film thickness gauge. Test interiors for pinholes with nondestructive 2,500 -volt test. Correct all defects before shipment. Ceramic epoxy lining shall meet the following test requirements: 1) Permeability rating of 0.00 when tested per Method A of ASTM E-96, Procedure A with 30 -day test duration. 2) Salt spray (scribed panel) results equal to 0.0 undercutting after two years per ASTM B-117. 3) Cathodic disbondment 1.5 volts at 77°F equal to no more than 0.5 mm under cutting after 30 days per ASTM G-95. 4) Immersion testing using ASTM D-714: (a) 20% sulfuric acid — no effect after two years. (b) 140°F 25% sodium hydroxide — no effect after two years. (c) 160°F distilled water — no effect after two years. (d) 120°F tap water (scribed panel) 0.0 undercutting — after two years. 5) Abrasion resistance of no more than 3 mils loss after one million cycles per European Standard EN 598, section 7.8. PVC Sch40 Pipe: Schedule 40 polyvinyl chloride (PVC), gray, normal impact, Type 12454 B, ASTM D1784 and ASTM D1785. Pipe shall bear the National Sanitation Foundation (NSF) label. Joints shall be solvent weld, except flanged permitted where required at equipment connections and where required on the Drawings. Fittings shall be solvent weld, socket type, of same material as the pipe, Schedule 80, ASTM D2467. Cement shall be solvent weld, ASTM D2564, as recommended by the pipe manufacturer for the schedule and size to be joined. Pipe Cleaner: As recommended by thepipe manufacturer for the schedule and size to be joined. Flexible Couplings: Sleeve shall be cast iron or fabricated steel. Followers shall be cast iron, ductile iron, or steel. Sleeve bolts shall be ASTM A325, Type 3; malleable iron; or equivalent, except for buried and submerged, which shall be Type 304 SS and Type 316 SS, respectively. Coating shall be fusion epoxy line and coat sleeve and followers. Pressure rating shall be the test pressure of the applicable service or 50 psi, whichever is greater. Longitudinal movement and angular deflection capabilities shall meet AWWA C-219. Manufacturers for flexible couplings connecting pipe with Identical outside diameters shall be Smith -Blair 411 or 441; Dresser Style 38 or 153; or equal. 322 Special Provisions Manufacturers for flexible couplings connecting pipe with slightly different outside diameters shall be Smith -Blair 413 or R441; Dresser Style 162; or equal. Manufacturers for gaskets for oil and grease resistant shall be Smith -Blair Grade 60; Dresser Grade 42; or equal. Flange Adaptors: Flange adapters shall be used in lieu of threaded or welded flanges on plain end ductile and steel pipe. The restraints shall be manufactured of ductile iron conforming to ASTM A536. The restraint devices shall be coated. The bolt circles and bolt holes shall conform to ANSI/AWWA C110/A21.10. The screws shall have a Rockwell hardness of C40-45 converted from Brinnell. The flange adapter shall have a minimum working pressure of 250 psi. Manufacturers for flange adaptors shall be Ebaa Iron Series 1000 E -Z; or equal. Joint Restraint: Provide joint harnesses (tie rod lug or attachment plate assemblies) designed for the test pressure or 50 psi, whichever is greater, across all flexible couplings and flange coupling adaptors, except where specifically indicated otherwise on the Drawings. For steel pipe the joint harness shall conform to the requirements of Chapter 13 of AWWA M-11, paragraph 13.10, Table 13-6 - Tie Bolt Schedule for Harnessed Joints. Anchor studs may be used on flange coupling adapters for pipe up to 12 inches in diameter. Protection for Buried Couplings and Adaptors: Double wrap with polyethylene encasement, AWWA C105 and tape the edges of the encasement with PVC tape. All valves of each type shall be the product of one manufacturer. All exposed valves shall be furnished with operators, handwheels, levers, or other suitable type wrench including handles as specified herein or as shown on the Drawings. All threaded stem valves shall open by turning the valve stem counter -clockwise. All exposed valves and valve operators shall have a non-bleeding shop coat, unless otherwise specified. Provide shutoff valves for all pressure gauges. Swing Check Valves 2 -inch and Larger: Rating shall be 175 psi up to 12 -inch. Type shall be swing, metal seats, outside spring and lever, AWWA C508. Connections shall be flanged, 125 -pound ANSI. Materials shall be cast iron, bronze trim. Manufacturers shall be M & H Style 259; equivalent by Clow; or equal. Plug Valves 2 -inch and Larger: Rating shall be 175 psi through 12 -inch. Type shall be resilient faced eccentric plug, lever operated 4 -inch and smaller, worm geared handwheel operated 6 -inch and larger as shown on the Drawings. Valves shall provide driptight shutoff in both directions. Connections shall be flanged, 125 -pound ANSI, except screwed connections may be used for 2 -inch valves. Materials shall be cast iron body, welded nickel seat, NBR or Buna-N coated plug, NBR or Buna-N packing or U -cup stem seal. Valves shall have interior and exterior metal surfaces other than the plug and valve seat coated with two coats of high -solids epoxy with total dry film thickness 12 mils minimum. Manufacturers shall be DeZurik PEC, no equal to match the City of Yakima's standard. Unless otherwise necessary for proper installation or permitted by Engineer, all eccentric plug valves shall be installed with shaft horizontal and with plug in upper half of body. Valves in sewage lines shall be installed with seat on upstream end. Pressure Gauges: Complete installation, unless otherwise shown, shall include 3/4 -inch plug valve isolation at the main, a gauge protector made specifically for solids handling service, a snubber or pulsation dampener and gauge. Provide a support plate to the nearest flange. Plug valve shall be DeZurik PEC; or equal. Connections shall be 323 Special Provisions threaded. Protector shall be for slurry service with flushing connection. Body shall be steel or cast iron. Diaphragm shall be removable of Type 316 stainless steel. Complete unit shall be Trerice, M & G (U.S. Gauge), or equal. Pressure gauges shall have a dial size not less than 4-1/2 inches, phenolic or polypropylene flangeless liquid filled case, bronze brushed movement, phosphor bronze or stainless steel bourdon tube, 1% accuracy, friction mounted adjustable pointer, black figures on white dial, glass or acrylic window. Label face of dial to identify unit of measurement. Complete gauge shall be Ashcroft 1279; Trerice Series 450; or equal. Snubbers shall be stainless steel for the specific service involved, and shall be Chemquip 25B; Trerice No. 870; or equal. All protectors and gauge bourdon tubes shall be evacuated of air, glycerine filled at the factory and factory calibrated. Pipe Service Saddles: Service saddles shall be provided where shown on the Drawings. Service saddles shall be fusion bonded epoxy ductile iron body, stainless steel double strap, and Nitrile gasket. All nuts, washers and studs shall be 304 stainless steel. Service saddles shall be suitable for use in service up to 150 psi working pressure and 150°F. Service Saddles shall be Smith -Blair 317 TaperSeal, or equal. Kor-N-Seal Boot: Kor-N-Seal Series 106 boot with wedge Korband by NPC; or equal. The boot shall be used to provide flexible watertight seal of the pipe between the catch basin and wet well, as shown on the Drawings. The boot shall be made from Nitrile NBR (Buna N) in compliance with ATSM C923. The gasket shall also comply with the physical requirement of ASTM C923. All fasteners and bands shall be 316 stainless steel. Power Gear hose clamps shall be used in lieu of standard hose clamps due to depth of application. The connector shall be sized specifically for the connecting pipe material and size. Installation shall be in accordance 'with manufacturer recommendations. Link -Type Seals: Link -type seals shall be interlocking synthetic rubber links connected by stainless steel bolts and nuts to form a continuous belt. Tightening of the bolts shall expand the rubber to form a watertight seal of the annular space between a pipe and the hole or sleeve in the wall. Valve Tags: Plastic, fiberglass, or plastic material, 2 -inch square with grommeted hole. The tags shall be attached to valves with a brass jack chain. For buried installations use a nylon strap. Lettering shall be stamped or cut into the tag at least 3/16 -inch high. Pipe supports shall to the maximum extent possible be standard factory fabricated units conforming to the typical supports and braces shown in the Drawings and as specified below. Where required support cannot be provided by standard factory fabricated units, and is not detailed on the Drawings,. the Contractor shall provide special pipe supports. Supports shall be manufactured or special fabrications or combination as shown on the Drawings or specified. Provide 3/4 -inch chamfer on corners of all support elements and file or grind smooth. Supports designated to allow axial pipe movement shall have smooth and even contact surfaces. All support systems shall be galvanized steel except that those that are submerged or that are located within a tank, channel, or other structure designed to hold water, below the top of surrounding walkway elevation or tank wall top, or otherwise called out on the Drawings, shall be Type 304 stainless steel. Provide plastic caps with rounded corners on all exposed ends of channels. 324 Special Provisions Handling and Placing: Exercise great care to prevent injury to or scoring of the pipe lining and coating, as applicable, during handling, transportation, or storage. Do not store pipe on rough ground and do not roll the pipe on the coating. Any damaged pipe sections, specials, or fittings shall be repaired or replaced at the expense of the Contractor as satisfactory to the Engineer. Carefully inspect each pipe, fitting, valve, and accessory before installation to insure there is no defective workmanship or obstructions. Inspect the interior and exterior protective coatings and patch all damaged areas in the field or replace to the satisfaction of the Engineer. Place or erect all piping to accurate line and grade and backfill, support, hang, or brace against movement as specified or shown on the Drawings, or as required for proper installation. Remove all dirt and foreign matter from the pipe interior prior to installation and thoroughly clean all joints before joining. Use reducing fittings where any change in pipe size occurs. Do not use bushings unless specifically noted on the Drawings. Use eccentric reducing fittings wherever necessary to provide free drainage of lines. Maintain at least 1/2 -inch clearance between reinforcing steel and metal pipe in penetrations. Cover PVC pipe stored outside for more than two months with canvas or other opaque material. Provide for air circulation under the covering. Buried Pipe Installation: Trenching, bedding, and backfill for buriedpiping shall be as shown on the Drawings. Where pipe grade elevations are shown on the Drawings, install the pipe with straight grades between the indicated elevations. Where no pipe grade elevations are shown on the Drawings, install buried piping with at least 3 feet of cover to finished grade, unless shown otherwise on the Drawings. Provide 12 inches minimum separation between the buried pipes and ducts. Provide each pipe with a firm, uniform bearing for its full length in the trench except at field joints. Do not lay pipe in water or when trench conditions or weather are unsuitable for such work. Protect buried piping against thrust by use of restrained pipe joints and/or thrust blocks. All exposed free pipe ends shall be securely braced. Cap or plug pipe ends that are left for future connections as shown on the Drawings and in a manner favorably reviewed by the Engineer. Where piping leaves a structure or concrete encasement, provide a joint capable of angular deflection within 12 inches of the structure for pipes 12 -inch and smaller or as shown on the Drawings for larger pipe sizes. Conform to details on the Drawings where such details are shown. Do not pull bell and spigot, gasketed joints more than 50% of the maximum deflection permitted by the pipe manufacturer. Coat bolts on buried flanges or other buried appurtenances in accordance with Section 7- 20.3(3). Wrap the appurtenance with polyethylene encasement and tape the encasement tightly closed to the pipe. Concrete Encasements: Where piping and conduits are installed under slabs or footings on earth or crushed rock and where shown on the Drawings, the piping, and conduits shall be encased in concrete not less than 6 -inch thickness on all sides and extending up to the bottom of the slab or footing, unless otherwise specifically noted on the Drawings. Encasement shall extend to within 6 inches of the first pipe joint beyond the slab or footing. Provide concrete encasement whether or not the encasement is shown on the Drawings. Provide encasement under slabs on earth or crushed rock even if the structure is supported on piles, caissons, or footings. Provide continuous concrete cradles where shown. Exposed Piping Installation: Unless shown otherwise, install piping parallel to building lines, plumb and level. Install piping without springing or forcing the pipe in a manner that would set up stresses in the pipe, valves, or connected equipment. Set all pipe flanges level, plumb, and aligned. All flanged fittings shall be true and perpendicular to the axis of the pipe. All bolt holes in flanges shall straddle vertical centerline of pipes. 325 Special Provisions 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 Flexibility and Expansion: Provide flexible couplings, flexible hose, or flexible spools for all piping connections to motor driven equipment and where otherwise shown. The Contractor may install additional flexible couplings at favorably reviewed locations to facilitate piping installation, provided that he submits complete details describing location, pipe supports, and hydraulic thrust protection. Anchor piping subject to expansion or contraction in a manner permitting strains to be evenly distributed. Sleeves for branches through walls from adjacent mains shall be of sufficient size to allow for free side motion of covered pipe in sleeves. Install unions or flexible connections where shown on the Drawings, and at all non -motor -driven equipment to facilitate removalof the equipment. Provide valves wherever equipment drain connections are furnished and carry the discharge pipe to the nearest floor drain, drain trench or sump. Where no receptacle for drain exists, install drain piping to 1 -inch above the floor. Drain piping and valve materials shall conform to the requirements of the system served. Where piping conveying liquids passes over motor control centers, electrical panels, and other electrical devices, install a protective drainage tray below the piping. Ductile Iron Bell & Spigot Pipe Installation: Install buried pipe in accordance with AWWA C600. Support and brace encased pipe to support the pipe and to prevent movement during testing and placement of the concrete encasement. The braces and supports shall be erected of materials and by methods that will prevent any future contact of the pipe with the environment surrounding the encasement. Wrap buried pipe with 8 mil polyethylene film in accordance with AWWA C105. Continuously seal and fasten seams and overlaps with tape. Seal and fasten circumferential overlaps with two turns of tape, half lapped. Gather excess polyethylene on top of pipe so as not to block backfill material from getting under bottom of pipe. Use caution so as not to rip or cut the polyethylene film. Seal and repair any rips or cuts in the film with tape. Pull the slack out of restrained joints after they are made up. Ductile Iron Flanged Pipe Installation: Flanged joints shall be made up tight with care being taken to avoid undue strain in the flanges, fittings, and other accessories. Bolt holes shall be aligned for each flanged joint. Bolts shall be full size for bolt holes; use of undersize bolts to make up for misalignment of bolt holes or for any other purpose will not be permitted. Adjoining flange faces shall not be out of parallel to such a degree that the flanged joint cannot be made watertight without overstraining the flange. Any flanged pipe or fitting whose dimensions do not allow the making of a proper flanged joint as specified herein shall be replaced by one of the proper dimensions. Clean flanges before jointing is started. Buried flanged pipe connections shall be made with the smallest practical "bell" hole. After the joint is completed take special care to completely fill the "bell" hole under and around the pipe with compacted backfill. Install mechanical grooved couplings in accordance with the manufacturer's instructions. Galvanized Steel Pipe Installation: Threaded joints shall have connections made metal to metal tight. Remove all burrs from ends of pipe, and clean threads of all oil and chips. Coat male threads with joint lubricant. Properly tape wrap joints of plastic coated pipe. PVC Sch40 Pipe Installation: Place PVC pipe within the installation areas at least 24 hours prior to installation to permit temperature equalization. Cut pipe ends squarely, ream and deburr inside and out. For solvent weld joints, clean pipe ends and sockets and join in strict conformance with the pipe manufacturer's instructions, make joints in accordance with ASTM D2855, and handle solvent cements and primers in accordance with ASTM F402. Threaded connections shall use a short nipple, threaded at one end, socket at the other. Provide thread sealant in accordance with the pipe manufacturer's 326 Special Provisions recommendations. Take care not to overtighten the connection. No work shall be performed until the pipe manufacturer provides onsite installation training and certifies the installers are trained per ASTM D-2855. The Engineer shall be present for the training session. Flexible Couplings and Flange Coupling Adaptors Installation: Prior to installation, thoroughly clean oil, scale, rust, and dirt from the pipe to provide a clean seat for the gasket. Wipe gaskets clean before they are installed. If necessary, flexible couplings and flanged coupling adapter gaskets may be lubricated with soapy water or manufacturer's standard lubricant before installation on the pipe ends. Install in accordance with the manufacturer's recommendations. Tighten bolts progressively, drawing up bolt on opposite sides a little at a time until all bolts have a uniform tightness. Workers tightening bolts shall be equipped with torque -limiting wrenches or other favorably reviewed type. Tie Rods Installation: Except where double nutting is required, install the nuts snug. Tighten the nuts gradually and equally at opposite sides of the pipe until snug to prevent misalignment and to ensure that all rods carry equal loads. If double nutting is required, double nut each end of each tie rod. The space between the pairs of nuts shall be 1/2 inch greater than the distance between the lugs. Provide double nutting at buried locations and where otherwise required on the Drawings. Valve Installation: Install valves and accessories such that all parts are easily accessible for maintenance and operation. Provide valve boxes for buried valves. Where valve handwheels are shown on the Drawings, valve orientation shall be as shown. Where valve handwheels are not shown, orient valves to permit easy access to the handwheels or handles and to avoid interferences. Provide a union adjacent to each screwed end valve and accessory with additional unions as necessary to facilitate removal. Connections between ferrous and non-ferrous piping, valves, accessories, or pipe supports shall be made using a dielectric coupling, union, or flange. Where valves or other pipeline items require metal full -face connecting flanges, provide intermediate flanges if the connecting flange is not adequate. Install pressure gauges and thermometers in a position to permit reading them from a point approximately 5 feet above floor level, except that pump pressure gauges shall be installed close to the pump elevation. Provide a shutoff valve below each pressure gauge, protective device, or air valve unless otherwise specified. Provide a suitable chrome plated escutcheon on pipes passing through walls, floors, ceilings and partitions in finished areas. Install link -type seals in cast -in-place metal sleeves or in smooth core drilled holes. Grout both sides flush with non -shrink grout unless otherwise shown on the plans. Installation of Pipe Supports: Install and adjust supports for each pipeline such that the pipeline is true to the indicated line and grade. Locate anchors and braces for any single support on a continuous structure; that is, not on two sides of a structural expansion joint. Tighten clamps to develop full friction along the pipeline except where loose fitting clamps are called for. Pipe and Valve Identification: Identify all exposed piping in this project by painting, banding, system name labels, and direction arrows. The color and banding shall be as selected by the Engineer. 327 Special Provisions Exposed Pipe Identification: Before painting, banding and labeling, pipes shall be identified by the Contractor with temporary wired -on cardboard tags showing the. proposed marking for review by the Engineer. Piping: Paint all exposed pipes with the appropriate paint system as specified in Section 7-20.3(3). Valves: Provide each valve with a valve tag identifying the pipeline contents and either its valve number, or the area or item served by the valve for valves without a valve number. Provide access panel markers for valves and control devices concealed behind access panels and above suspended ceilings. Locate markers on access doors and on ceiling T -bars. Markers for ceiling T -bar installation, blue, pressure -sensitive, self-adhesive, at least 3 mils thick, 3/8 -inch diameter. Markers for access doors: 1/16 -inch thick, engraved plastic -laminate, with abbreviated terms and numbers corresponding to the concealed item. Provide 1/8 -inch center attachment hole. Cleaning: Prior to testing, thoroughly clean the inside of each completed piping system of all dirt, loose scale, sand, and other foreign material. Cleaning shall be by sweeping, flushing with water or blowing with compressed air or oil -free nitrogen gas, as appropriate for the size and type of pipe. Flushing shall achieve a velocity of at least 3 feet per second. Install temporary strainers, temporarily disconnect equipment or take other appropriate measures to protect equipment while cleaning piping. Field Testing: Perform leakage tests on all pipe installed in this project. Furnish all equipment, material, personnel, and supplies to perform the tests and make all taps and other necessary temporary connections. The test pressure, allowable leakage and test medium shall be as specified. Test pressure shall be measured at the highest point on the line, except that pressure at lowest point shall not exceed pipe manufacturer's rated test pressure, unless specifically noted otherwise. Leakage tests shall be performed on all piping at a time agreed upon and in the presence of the Engineer. Buried Pipe Testing: The leakage test for buried piping shall be made after all pipe is installed and backfilled. However, the Contractor may conduct preliminary tests prior to backfill. If the Contractor elects to conduct preliminary tests, provide any necessary temporary thrust restraint. Exposed Pipe Testing: All supports, anchors, and blocks shall be installed prior to the leakage test. No temporary supports or blocking shall be installed for final test. Encased Piping: The leakage test for encased piping shall be made after all pipe is installed and encased, and before any structures are constructed above it. However, the Contractor may conduct preliminary tests prior to encasement. If the Contractor elects to conduct preliminary tests, provide any necessary temporary thrust restraint. Accessories: It shall be the responsibility of the Contractor to block off or remove equipment, valves, gauges, etc., which are not designed to withstand the full test pressure. Testing Apparatus: Provide pipe taps, nozzles, and connections as necessary in piping to permit testing including valves to isolate the new system, addition of test media, and draining lines and disposal of water, as is necessary. These openings shall be plugged 328 Special Provisions in a manner favorably reviewed by the Engineer after use. Provide all required temporary bulkheads: Correction of Defects: If leakage exceeds the allowable, the installation shall be repaired or replaced and leakage tests shall be repeated as necessary until conformance to the leakage test requirements specified herein have been fulfilled. All visible leaks shall be repaired even if the pipeline passes the allowable leakage test. Reports: The Contractor shall keep records of each piping test, including: description and identification of piping tested, test pressure, date of test, witnessing by Contractor and Engineer, test evaluation, remarks to include such items as: Leaks (type, location) and repairs made on leaks. Test reports shall be submitted to the Engineer. Venting: Where not shown on the Drawings, the Contractor may install valved "tees" at high points on piping to permit venting of air. Valves shall be capped after testing is completed. Ductile Iron Bell & Spigot Pipe Testing: Duration shall be four hours. Testing pressure shall be 150 psi. Medium shall be water. Allowable leakage shall be: L - NDP'i1 7400 Where: L = allowable leakage, gallon per hour, N = number of joints being tested, P = pressure, psi, D = nominal pipe diameter, inches. Ductile Iron Flanged Pipe Testing: Duration shall be four hours. Testing pressure shall be 150 psi. Medium shall be water. Allowableleakage shall be zero. Galvanized Steel Pipe Testing: Duration for pressure pipe service shall be four hours. Duration for drain pipe service shall be one hour. Testing pressure for pressure pipe service shall be 150 psi. Testing pressure for drain pipe service shall be 20 psi. Medium shall be water, except use air for the vacuum and operating air systems. Allowable leakage shall be zero. PVC Sch40 Pipe Testing for Liquid Service: Duration shall be four hours. Testing pressure shall be 100 psi. Medium shall be water. Allowable leakage shall be zero. 7-20.4 Measurement No specific unit of measurement shall apply to the lump sum items listed below: O Precast Wet Well • Precast Valve and Electrical Transformer Vaults a� Precast Oil/Water Separators • Pumps and Motors ▪ Piping, Valves, and Accessories 329 Special Provisions 7-20.5 Payment Payment will be made in accordance with WSDOT Standard Specifications Section 1-04.1 for the following Bid items. "Precast Wet Well," lump sum The lump sum contract price for "Precast Wet Well" shall be full pay for furnishing all required labor, materials, and equipment to supply and install a precast wet well per the Plans, the WSDOT Standard Specifications, and this Special Provision, including, but not limited to: casting the structure offsite; delivering the precast structure to the site; installing the wet well into the shored excavation; joining, sealing, and encapsulating the wet well; grouting the bottom of the wet well; supplying and installing a precast cover with access hatch; performing all associated testing; and supplying all associated documentation, tools, and spare parts. See Special Provision 6-21 for excavation, shoring, dewatering, and backfilling the structure excavation for the wet well. "Precast Valve and Electrical Transformer Vaults," lump sum The lump sum contract price for "Precast Valve and Electrical Transformer Vaults" shall be full pay for furnishing all required labor, materials, and equipment to supply and install a precast valve and electrical transformer vaults per the Plans, the WSDOT Standard Specifications, and this Special Provision, including, but not limited to: casting the structures offsite; delivering the precast structures to the site; excavating, shoring, and dewatering; placing gravel base; installing the vaults into the excavation; joining and sealing the vaults; backfilling and grading; supplying and installing precast covers with access hatches; performing all associated testing; and supplying all associated documentation, tools, and spare parts. "Precast Oil/Water Separators," lump sum The lump sum contract price for "Precast Oil/Water Separators" shall be full pay for furnishing all required labor, materials, and equipment to supply and install two precast oil/water separators per the Plans, the WSDOT Standard Specifications, and this Special Provision, including, but not limited to: casting the structures offsite; delivering the precast structures to the site; excavating, shoring, and dewatering; placing gravel base; installing the oil/water separators into the excavations; joining and sealing the oil/water separators; backfilling and grading; supplying and installing the coalescing packs; supplying and installing precast covers with access hatches; performing all associated testing; and supplying all associated documentation, tools, and spare parts. "Pumps and Motors," lump sum The lump sum contract price for "Pumps and Motors" shall be full pay for furnishing all required labor, materials, and equipment to supply and install the pumps and motors and all associated hardware per the Plans, the WSDOT Standard Specifications, and this Special Provision, including, but not limited to: pumps, motors, guide bars, lifting chain and wire. rope, davit crane and base, all associated anchors and supports, protective coatings, performing all associated testing, and supplying all associated documentation, tools, and spare parts. 330 Special Provisions "Piping, Valves, and Accessories," lump sum The lump sum contract price for "Piping, Valves, and Accessories" shall be full pay for furnishing all required labor, materials, and equipment to supply and install all piping, valves, and associated hardware, equipment, and accessories per the Plans, the WSDOT Standard Specifications, and this Special Provision, including, but not limited to: excavation, shoring, bedding, pipes, concrete encasement, thrust blocks, valves, drains, gauges, pipe penetrations, backfill, grading, paving around the pump station, bollards, all associated anchors and supports, protective coatings, performing all associated testing, and supplying all associated documentation, tools, and spare parts. The items of work detailed in this Special Provision and Special Provision Sections 6-21 and 8-31 are intended to cover the complete installation of a system for transferring water from catch basin 4 on sheet C-25 to the presettling basin and infiltration pond and for the piping and oil/water separator for the future MLK, Jr. Blvd. storm water pump station. Any incidental items of work not specifically covered in Special Provision Sections 6-21, 7-20, and 8-31 shall be included in the item of work for piping, valves, and accessories. 7-21 UTILITY CASINGS 7-21.1 Description This section covers the installation of casings, casing spacers, casing seals, and other work associated with installation of the water main and storm drain casing. 7-21.2 Materials The following minimum requirements have been established by the Contracting Agency for utility casings on the project. The Contractor shall be responsible for providing materials that meet or exceed these requirements as necessary to work with the Contractor's proposed methods of installing the casings. Proposed materials shall be submitted for the Engineer's approval as specified under construction requirements below. Steel Pipe for Casing The steel pipe casings shall be capable of withstanding Cooper's E-80 (AREMA Cooper's loading Section 8-2-8) railroad loadings including diesel impact, jacking loads and other loads superimposed upon them. Steel pipe casing shall meet ASTM Standards A53, Grade B, Type E or S with a specified yield strength of 35,000 pounds per square inch (psi). The casing shall have a nominal diameter of 22 inches with a minimum wall thickness of 0.344 inches. Casing Spacers Cascade Waterworks Mfg. Co. and Calpico, Inc. are preapproved sources for this project. Other spacers may be submitted for approval consistent with the following specifications: 331 Special Provisions Casing spacers shall be bolt on style made in two sections of heavy T-304 stainless steel. The shell shall be lined with a heavy-duty PVC liner. All nuts and bolts are to be stainless steel. Runners shall be made of ultra high molecular weight polymer with inherent high abrasion resistance and a low coefficient of friction. Runners shall be supported by risers made of heavy stainless steel and welded to the shell. The height of supports and runners shall be sufficient to keep the carrier pip at least 0.75" from the casing pipe wall at all times. Runner height and ID of casing shall be coordinated to provide 1" minimum clearance between the runner and the top of casing wall to prevent jamming during installation. Spacer band width shall be 12" (min.) 7-21.3 Construction Requirements Submittals The casing diameter indicated in the Plans is a minimum nominal dimension. Its shall be the Contractor's responsibility to ensure that casing size, type and material is consistent with the size, type, and materials of the carrier pipe and casing spacers proposed for use in accordance with these special provisions. The Contractor shall submit catalog cuts of casing, casing spacers and end seals for review by the Engineer. Along with this submittal, the Contractor shall also prepare and submit shop drawings that clearly indicate controlling dimensions as specified for the Engineer's review. Installation of Casings The Contractor shall place a readily identifiable and suitable marker at each railroad property line where it is crossed by a water line. Backfilling Both ends of casings shall be supported by sandbags prior to backfilling. The sandbag supports shall be capable of carrying the weight of the pipe and backfill material without distortion of the casing end seals. Backfill shall be placed to a minimum 95% density in areas where utility trenches extend beyond the casings. Backfill in other areas shall be as required by the Engineer. Where practical, areas of excavation for casing operations shall be backfilled and compacted and then trenched for construction of the water main. Construction methods shall minimize the risk of creating voids, particularly in railroad embankment. Any voids around the pipe or casing resulting from the casing installation operation shall be filled by tamping a lean mix of sand and gravel into place, or by grouting, if required by the Engineer or the Railroad. Control of Line and Grade The water main casing shall be installed to the approximate line and grade indicated in the Plans. Deviations from this line and grade shall only be permitted with prior approval of the Railroad and the Engineer. Profiles for all casings shall meet the minimum cover requirements established by the Railroad. A minimum slope for casing self -drainage shall be 1 in. for every 250 ft. of lineal footage (1 in./250 ft.). The casings shall be constructed so as to not create any undue stresses on the carrier pipe. 332 Special Provisions Deviation from line and grade of the finished tunnel casing culvert shall be a maximum of 6 inches. Correction of casing pipe horizontal and vertical alignment shall be at a maximum rate of 3 inches per 100 ft. The Contractor shall maintain and control line and grade of the casing pipe. Grade and alignment for the casing pipe shall be set using laser equipment. The laser equipment shall be maintained and monitored throughout the installation of the casing. The Contractor shall correct any deviation from grade or alignment at no cost to the Contracting Agency. A survey of the as -built line and grade shall be provided to the Engineer within 24 hours of the completion of each casing installation. Settlement Over Alignment Any caving or settlement caused by the placement of the casing pipe shall be the Contractor's responsibility and the Contractor shall repair any area so affected an assume all costs for repairs or damages. Any damage to the railroad track structure resulting from the Contractor's operations, including but not limited to, track heave or settlement, shall be repaired by the Railroad at the Contractor's cost. 7-21.4 Measurement Steel casing shall be measured by the linear foot of steel casing installed. 7-21.5 Payment "Steel Casing 22 In. Diam.", per linear foot. The unit Contract price per linear foot for "Steel Casing 22 In. Diam." shall be full compensation for furnishing all labor, materials, tools, and equipment to complete the work as specified herein including excavation, pipe bedding, pipe blocking, backfill, compaction, end cap and seals, joint filler, and casing spacers as specified herein. 7-22 HEAT TRACING SYSTEM 7-22.1 Description This section covers the furnishing and installation of a complete system of heaters and components for pipe heat tracing. 7-22.2 Materials Heating cables shall be self-regulating, such that they vary their output in response to temperature variations along the length of a traced pipe. The following self-regulating heating cables are approved: 1. Self-regulating heating cable design shall be capable of maintaining process temperatures up to 150°F (65°C) and continuous exposure to temperatures of 185°F (85°C) while de -energized. 333 Special Provisions 1 ' 2. Cable must be capable of being cut to a desired length to suit the installation conditions and must form a continuous heating circuit. 3. The heating cable shall consist of two parallel 16 AWG (minimum) nickel -plated copper bus wires embedded in a semi -conductive polymer core that forms a continuous matrix heating element. A polyethylene dielectric insulating jacket is extruded over the heating element core. 4. A metallic braid of tinned copper shall cover the basic cable. The braid shall provide a nominal coverage of 80% 5. The cable shall be further covered with a polyolefin overjacket. ' 6. Long-term stability shall be established by the service life performance test per IEEE Std. 515.1. 7. The supplier shall have a minimum of 10 years experience in the design and supply of pipe heat tracing systems and shall have an experienced engineering department who can provide engineering and design assistance when required. 1 7-22.3 Construction Requirements Installation Refer to the manufacturer's installation instructions and design guide for proper ' installation and layout methods. All installations and terminations shall conform to the National Electrical Code and any other applicable national or local code requirements. All heat tracing circuits shall be equipped with ground -fault equipment protection in ' accordance with applicable codes and standards. Heating cable shall be attached to pipes on maximum one -foot intervals. Heating cable shall be installed such that all in- line devices and equipment may be easily removed and reinstalled without cutting the heating cable. Heating cable shall be installed on the lower quadrant of horizontal pipe whenever possible to avoid mechanical damage. Cable shall be located on the outside radius of all 45° and 90° pipe elbows. Testing Heating cable shall be tested with a megohmmeter (megger) between the heating cable ' bus wires and the heating cable metallic braid. While a 2,500 Vdc megger test is recommended, the minimum acceptable level for testing is 500 Vdc. This test should be performed a minimum of three times: 1 a. Prior to installation while the cable is still on reel(s). b. After installation of heating cable and completion of circuit fabrication kits (including any splice kits) but prior to installation of thermal insulation. c. After installation of thermal insulation, but prior to connecting cable to power. The minimum acceptable level for the megger readings is 20 megohms, regardless of P g9 9 9 � 9 the circuit length. Results of the megger readings .shall be recorded and submitted to the Engineer on a Heating Cable Installation and Inspection Form. 334 Special Provisions 1 7-22.4 Measurement 1 No specific unit of measurement shall apply to the lump sum bid item "Heat Tracing System". 1 7-22.5 Payment "Heat Tracing System", per lump sum. The unit Contract price per lump sum for "Heat Tracing System" shall be full compensation for furnishing all labor, materials, tools, and equipment to furnish the material and complete the work as shown on the Plans and as specified herein, including furnishing and installing the power connection kit with thermostat and furnishing and installing wiring and conduit to the service cabinet. 1 7-23 TRENCH DRAIN 7-23.1 Description 1 The work specified in the section consists of furnishing precast polymer concrete trench drains conforming to these specifications and as shown on the contract plans. The work shall include the installation of the precast drains and associated items as indicated in the contract plan. 7.23.2 Materials Precast Trench Drain — The precast trench drain shall be manufactured from polyester 1 polymer concrete, 6.4 -inches wide, 4 inch nominal clear opening, .67 inch minimum wall thickness, 14,000 psi minimum compressive strength, 4,000 psi minimum flexural strength, and 0.07% minimum water absorption. It shall be frost proof and salt proof — B117 salt spray test compliant, dilute acid and alkali resistant. Units shall be manufactured with an invert slope of 0.6%. Units will feature a full radius in the trench bottom and a male to female interconnection end profile. Units shall have horizontal cast in anchoring features to the outside wall to ensure maximum mechanical bond to the surrounding bedding material and pavement surface. Grates and Frames - The grating shall be ductile iron ASTM A536-84 and shall be 1 certified to Toad class E600 as defined by EN 1433 / DIN 19580. The grate shall withstand, without maintenance, loadings up to 2,788 psi. The grate devices shall not obstruct hydraulic flow in the channel. Grates shall be secured by two locking lugs and two M10 X 22 mild steel bolts that lock into stainless steel widgets in rail. 7-23.3 Construction Requirements 1 Line Placement - The precast units shall be placed in accordance with manufacturers installations instructions. The units shall be placed to specific alignment per contract plan. 7-23.4 Measurement 1 The precast polymer concrete channels and associated items will be measured and paid for by the linear foot. 1 335 Special Provisions 7-23.5 Payment "Trench Drain", per linear foot. The unit contract price per linear foot of "Trench Drain" shall be full pay for all materials, tools, labor, and equipment for furnishing and installing the trench drains, including all required excavation, forming concrete, backfill and connections to storm sewer pipe. 336 Special Provisions DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-01 EROSION CONTROL AND WATER POLLUTION CONTROL 8-01.3 Construction Requirements 8-01.3(1) General Section 8-01.3(1) is supplemented with the following: (April 3, 2006) Erodible Soil Eastern Washington The eighth paragraph of Section 8-01.3(1) is revised to read: Erodible soil not being worked whether at final grade or not, shall be covered within the following time period using an approved soil cover practice, unless authorized by the Engineer: July 1 through September 30 October 1 through June 30 30 days 15 days 8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 8-20.1 Description Section 8-20.1 is supplemented with the following: (******) This work consists of furnishing, installing and field testing all materials and equipment necessary to complete in place, fully functional system(s) of any or all of the following, types including modifications to an existing system, all in accordance with approved methods, the Plans, the Special Provisions and these Specifications: 1. Traffic Signal System 2. Temporary Traffic Signal Systems, salvage, and removal 3. Illumination System Unless otherwise noted, the locations of signals, controllers, standards, and appurtenances shown in the Plans are approximate; and the exact location will be established by the Engineer in the field. 8-20.2 Materials Equipment List And Drawings Section 8-20.2(1) is supplemented with the following: (NWR November 13, 1996) Manufacturer's data for materials proposed for use in the contract which require approval shall be submitted in one complete package. 337 Special Provisions (NWR April 1.9, 1995) Pole base to light source distances (H1) for lighting standards with pre - approved plans will be determined or verified by the Engineer at the request of the Contractor prior to fabrication. (NWR June 6, 1996) If traffic signal standards, strain pole standards, or combination traffic signal and lighting standards are proposed, final verified dimensions including pole base to signal mast arm connection point, pole base to Tight source distances (H1), mast arm length, offset distances to mast arm mounted appurtenances, and orientations of pole mounted appurtenances will be furnished by the Engineer as part of the final approved shop drawings prior to fabrication. Final ground and roadway cross sections at the locations of the standards shall be submitted for approval along with the shop drawings. 8-20.3 Construction Requirements Section 8-20.3 is supplemented with the following: General Section 8-20.3(1) is supplemented with the following: (NWR June 20, 1995) Poles designated for removal shall not be removed prior to approval of the Engineer. (NWR January 11, 2005) Signal displays shall be installed no more than 30 days prior to scheduled signal turn on or changeover. (NWR May 15, 2000) Removals Removals associated with the electrical system shall not be stockpiled within the job site without the Engineer's approval. (NWR April 18, 1996) A portion of the existing electrical equipment to be removed shall .remain the property of the Contracting. Agency. The following shall be disconnected, dismantled, and delivered to the Contracting Agency as specified in the subsection Delivery of Removed Items: Signs, Signal Poles, Signal Heads, Pedestrian Signal Heads, Luminaires, Pedestrian Push Buttons, Span Wires, Signals and Illumination Conductors, Luminaires, Luminaire Bracket Arms, Video Detection Camera(s), Signal Pre-emption, Signal Cabinet and Cabinet Components, and All Signal Equipment Mounts. (NWR April 11, 2001) Remove all wires from salvaged Tight and signal standards. 338 Special Provisions (NWR November 16, 1995) Span wire shall not be lowered or disconnected from strain poles until all associated signal heads and signs have been removed from the span. (NWR April 11, 2001) All removals associated with an electrical system, which are not designated to remain the property of the Contracting Agency, shall become the property of the Contractor and shall be removed from the project. The Contractor shall: Remove all wires for discontinued circuits from the conduit system. Remove elbow sections of abandoned conduit entering junction boxes. Abandoned conduit encountered during excavation shall be removed to the nearest outlets or as directed by the Engineer. Remove foundations entirely, unless the Plans state otherwise. Backfill voids created by removal of foundations and junction boxes. Backfilling and compaction shall be performed in accordance with Section 2-09.3(1)E. (NWR February 22, 2005) Delivery of Removed Items Removed signs and electrical equipment which remains the property of the Contracting Agency shall be delivered to: City of Yakima Public Works 2301 Fruitvale Blvd Yakima, WA 98902 Five days written advance notice shall be delivered to both the Engineer and the Electronic Parts Specialist at the address listed above. Delivery shall occur during the hours of 8:00 a.m. to 2:00 p.m. Monday through Friday. Material will not be accepted without the required advance notice. Equipment damaged during removal or delivery shall be repaired or replaced to the Engineer's satisfaction at no cost to the Contracting Agency. The Contractor shall be responsible for unloading the equipment where directed by the Engineer at the delivery site. (NWR May 15, 2000) Surface Mounted Appurtenances Electrical appurtenances to be surface mounted on structures shall be mounted so that a minimum 1/4 inch space is maintained between the appurtenance and structure. 339 Special Provisions (NWR May 07, 2007) Conduit Section 8-20.3(5) is replaced with the following: Installation of conduit shall conform to appropriate articles of the Code and these Specifications. Conduits smaller than 1 -inch electrical trade size shall not be used, unless otherwise specified, except that grounding conductors at service points may be enclosed in 1/2 inch diameter conduit. Conduit between light standards, PPB, PS or type I poles and the nearest junction box shall be the diameter specified in the Plans. Larger size conduit is not allowed at these locations. At other locations it shall be the option of the Contractor, at no expense to the Contracting Agency, to use larger size conduit if desired, and where larger size conduit is used, it shall be for the entire length of the run from outlet to outlet. Reducing couplings will not be permitted. The ends of all conduits, metallic and non-metallic shall be reamed to remove burrs and rough edges. Field cuts shall be made square and true. Slip joints or running threads will not be permitted for coupling metallic conduit; however, running threads will be permitted in traffic signal head spiders and RGS outerduct. When installing rigid galvanized steel conduit and standard coupling cannot be used, an approved 3 -piece coupling shall be used. The threads on all conduit shall be rust -free, clean. All couplings shall be tightened so that a good electrical connection will be made throughout the entire length of the conduit run. If the conduit has been moved after assembly, it shall be given a final tightening from the ends prior to backfilling. Non-metallic conduit shall be assembled using the solvent cement specified in Section 9-29.1. With the exception of connections to HDPE conduit, PVC conduit shall be connected with medium grade gray cement solvent applied per the manufacturer's recommendations. Where the coating on galvanized conduit has been damaged in handling or installing, such damaged areas shall be thoroughly painted with galvanizing repair paint, Formula A-9-73. All conduit including spare conduits shall be installed with bushings. Rigid galvanized steel conduit shall be installed with insulated grounding bushings which have standard threading that extends around the entire circumference of the bushing. PVC conduit shall be installed with molded one-piece end bell bushings. All conduit including spare conduits shall be installed with plugs, which shall not be removed until installation of conductors or pull string. Upon installation of wiring all conduits entering pad mounted cabinets, all conduit entering ITS hubs, and all ITS conduit 2 inches in diameter or larger, shall be sealed with an approved mechanical plug at both ends of the conduit run. Upon installation of wiring at other locations, conduit shall be sealed with duct seal. Upon installation of the pull string, spare conduit shall be plugged. Conduit stubs from controller cabinet foundations shall extend to the nearest junction box in that system. Metallic conduit bends, shall have a radius consistent with the requirements of Article 344.24 and other articles of the Code. Where factory bends are not used, conduit shall be bent, using an approved conduit bending tool employing 340 Special Provisions correctly sized dies, without crimping or flattening, using the longest radius practicable. Nonmetallic conduit bends, where allowed, shall conform to Article 352.24 of the Code. Eighteen -inch radius elbows shall be used for PVC conduit of 2 -inch nominal diameter or less. Standard sweep elbows shall be used for PVC conduit with greater than 2 -inch nominal diameter unless otherwise specified in the Plans. In nonmetallic conduit less than 2 -inch nominal diameter, pull ropes for wire installation shall be not less than 1/4 inch diameter. In nonmetallic conduit of 2 -inch nominal diameter or larger, pull ropes for wire installation shall be not less than 'h inch diameter. Conduit shall be laid so that the top of the conduit is a minimum depth of: 1. 24 -inches below the bottom of curb in the sidewalk area 2. 24 -inches below the top of the roadway base. 3. 48 -inches below the bottom of ties under railroad tracks unless otherwise specified by the railroad company. 4. 24 -inches below the finish grade in all other areas. Rigid galvanized steel conduit shall be installed at the following locations: 1. Within railroad right of way unless otherwise specified in the contract. 2. All pole risers, except when as otherwise required by owning utilities. 3. All runs externally attached to structures other than conduit risers. 4. All runs within slip form structures. Couplings in cabinet foundations shall be PVC schedule 40. The stub -outs above the couplings shall be PVC end bell bushings. The schedule 40 section of PVC between the coupling and end bell bushing shall be installed without glue. Conduit installed using the directional boring method shall be High Density Polyethylene (HDPE) Schedule 80, Carlon Bore -Gard Schedule 80 or Rigid Galvanized Steel. When HDPE is used, the crossing shall be extended into the associated junction boxes with PVC schedule 80 elbows. The PVC elbows shall be connected to the HDPE conduit with an approved mechanical coupler. At all other locations, unless otherwise specified in the Plans, conduit shall be PVC or rigid galvanized steel. With the exception of HDPE conduit crossings and associated PVC conduit elbows, the same type of conduit shall be used for the entire length of the run from outlet to outlet. Where PVC or HDPE conduit is used, the same schedule shall be used for the entire length of the run from outlet to outlet. Where PVC conduit is installed, conduit shall be schedule 40 with the exception that roadway crossings and service lateral runs shall be schedule 80. Where nonmetallic conduit is installed, care shall be used in excavating, installing, and backfilling,so that no rocks, wood, or other foreign material will be left in a position to cause possible damage. 341 Special Provisions Metallic and nonmetallic conduit installation shall include equipment grounding conductor and shall conform to requirements noted in the Standard Plans. Conduit shall be placed under existing pavement by approved directional boring, jacking or drilling methods, at locations approved by the Engineer. The pavement shall not be disturbed unless allowed in the Plans, or with the approval of the Engineer in the event obstructions or impenetrable soils are encountered. Where boring with casing is called for the casing shall be placed using an auger inside of the casing to remove the soil as the casing is jacked forward. The auger head shall proceed no more than 4 -inches ahead of the pipe being jacked. Boring operations shall be conducted to prevent caving ahead of the pipe. Installed casing pipe shall be free from grease, dirt, rust, moisture and any other deleterious contaminants. The space between the conduit and casing shall be plugged with sand bags and a grout seal 12 -inches thick at each end of the casing. Casing abandoned due to an encountered obstruction shall be grout sealed in the same manner. Grout shall obtain a minimum of 4000 PSI compressive strength at seven days. In lieu of sand bags and grout, unopened bags of prepackaged concrete may be used to seal the casing. Material shall not be removed from the boring pit by washing or sluicing. All joints in the casing shall be welded by a Washington State certified welder. Welding shall conform to AWS D 1.1-80 Structural Welding Code, Section 3, Workmanship. Directional boring for electrical installations shall be supervised by a licensed electrical contractor in accordance with Section 8-20.1(1). Where directional boring is called for, conduit shall be installed using a surface launched, steerable drilling tool.. Drilling shall be accomplished using a high-pressure fluid jet toolhead. The drilling fluid shall be used to maintain the stability of the tunnel, reduce drag on the conduit and provide backfill between the conduit and tunnel. A guidance system that measures the depth, lateral position and roll shall be used to guide the toolhead when creating the pilot hole. Once the pilot hole is established a reamer and swivel shall be used to install the conduit. Reaming diameter shall not exceed 1.5 times the diameter of the conduit being installed. Conduit that is being pulled into the tunnel shall be installed in such a manner so the conduit is not damaged during installation. The pullback force on the conduit shall be controlled to prevent damage to the conduit. A vacuum spoils extraction system shall be used to remove any excess spoils generated during the installation. Excess drilling fluid and spoils shall be disposed of. The method and location used for disposal of excess drilling fluid and spoils shall be subject to the Engineer's approval. Drilling fluid returns (caused by fracturing of formations) at locations other than the entry and exit points shall be minimized. Any drilling fluid that surfaces through fracturing shall be cleaned up immediately. Mobile spoils removal equipment capable of quickly removing spoils from entry or exit pits and areas with returns caused by fracturing shall be used as necessary during drilling operations. 342 Special Provisions Bore pits shall be backfilled and compacted in accordance with Section 2- 09.3(1)E. Directional boring, and jacking or drilling pits shall be kept two feet from the edge of any type of pavement wherever possible. Excessive use of water that might undermine the pavement or soften the subgrade will not be permitted. When approved by the Engineer, small test holes may be cut in the pavement to locate obstructions. When the Contractor encounters obstructions or is unable to install conduit because of soil conditions, as determined by the Engineer, additional work to place the conduit will be paid in accordance with Section 1-04.4. When open trenching is allowed, trench construction shall conform to the following: 1. The pavement shall be sawcut a minimum of three inches deep. The cuts shall be parallel to each other and extend two feet beyond the edge of the trench. 2. Pavement shall be removed in an approved manner. 3. Trench depth shall provide two feet minimum cover over conduits. 4. Trench width shall be four inches or the conduit diameter plus two inches, whichever is larger. 5. Trenches located within paved roadway areas shall be backfilled with three inches of sand over the conduit, followed by controlled density fill (CDF) meeting the requirements of Section 2-09.3(1)E. The controlled density fill shall be placed level to, and three inches below, the surface of the remaining pavement, followed by three inches of paving material. The pavement shall be replaced with paving material that matches the existing pavement. On new construction, conduit shall be placed prior to placement of base course pavement. Conduit stub -outs within cabinet foundations shall be placed so that they do not interfere with cabinet installation. Modification of the cabinet to accommodate stub -out placement is not allowed. Conduit terminating in foundations shall extend a maximum of two inches above the foundation vertically including grounded end bushing or end bell. Conduit entering through the bottom of a junction box shall be located near the end walls to leave the major portion of the box clear. At all outlets, conduit shall enter from the direction of the run, terminating six to eight inches below the junction box lid and within three inches of the box wall nearest its entry location. Galvanized rigid steel conduit entering cable vaults shall extend two inches for the installation of grounded end bushing and bonding. PVC conduit entering cable vaults and pull boxes shall terminate flush with the inside walls of the structure. All conduit ends shall be terminated with termination kits. Innerduct conduit ends shall be terminated with termination kits. Galvanized rigid steel conduit ends shall be terminated with grounded end bushings. PVC conduit ends shall be terminated with bell ends. 343 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 11 1 1 11 Fittings shall be installed in accordance with the current electrical codes. AH covered underground conduit shall be cleaned with an approved sized mandrel and blown out with compressed air prior to pulling wire. Conduits installed for future use shall be prepared as follows: After final assembly in place, the conduit shall be blown clean with. compressed air. Then, in the presence of the Engineer, a cleaning mandrel correctly sized for each size of conduit shall be pulled through to ensure that the conduit has not been deformed. As soon as the mandrel has been pulled through, both ends of the conduit shall be sealed with conduit caps. All conduits scheduled for future use shall originate in a foundation or junction box as detailed in the Plans and terminate in a junction box. All equipment grounding conductors and the bonding conductor for metallic conduits shall be bonded in all junction boxes in accordance with Section 8-20.3(9). A pull string rated for 200 lbs. or greater shall be installed in all spare conduits. Where surface mounting of conduit is required, supports shall consist of stainless steel channel with stainless steel or galvanized two -hole clamps sized for the conduit. Support spacing shall comply with the Code or shall be as noted in the contract. Spacing of stainless steel channel supports for conduit shall not exceed 5 -feet. Conduit clamps shall attach to the supports on both sides of the conduit with bolts and associated hardware. The minimum distance between adjacent clamps and between the clamp and the end of the supports shall be one inch. Channel supports shall be installed with stops, to prevent clamps from sliding out of the ends. Channel installations shall provide for future conduit installation. Channel shall be at least one foot longer than required. Where conduit is installed in traffic barrier, bridge barrier, walls, or other concrete structures, approved •expansion, deflection, and/or combination expansion/deflection fittings shall be installed at all expansion joints and at all other joints where structural movement is anticipated. These fittings shall be installed where the Contractor, due to construction method, installs expansion and/or construction joints with movement. These fittings shall be suitable for the anticipated movement of the structure. Approved deflection fittings shall also be installed at the joint between the bridge end and the retaining wall end, the transition point from the bridge attachment to the underground section and the transition point between ground and structure for fixed barrier. Where conduit is surface mounted approved expansion, deflection, and/or combination expansion/deflection fittings shall be installed at all expansion joints. Approved deflection fittings shall be installed at the joint between the bridge end and the retaining wall end, the transition point from the bridge attachment to the underground section and the transition point between ground and structure• for fixed barrier. PVC conduit shall not be installed on concrete surfaces or on bridge under -decks. Expansion fittings shall be installed for up to four inches of horizontal movement. Deflection fittings shall be installed for up to 3/ inch movement in all 344 Special Provisions directions. Combination expansion/deflection fittings shall be installed where up to four inches of horizontal movement and 3/4 inch of movement in all other directions. Existing conduit in place scheduled to receive new conductors shall have any existing conductors removed and a cleaning mandrel sized for the conduit shall be pulled through. Conduit runs shown in the Plans are for bidding purposes only and may be changed, with approval of the Engineer, to avoid obstructions. Conduit with innerduct shall be installed as shown in the Plans encased in controlled density fill. A maximum of 1000 -feet of continuous open trench will be allowed, unless otherwise approved by the Engineer. All conduit with innerduct exposed above grade level, or on any elevated structures, or as noted in the Plans shall be galvanized rigid steel conduit. Innerduct warning tape shall be placed above all innerduct installed in trenches. The warning tape shall be polyethylene with .a metallic backing. The polyethylene shall have a minimum 4 mils thicknesses and be three inches wide. The polyethylene shall be orange in color and printed in black with words conveying the message of Fiber Optic Cable Buried Below. Location 14 AWG stranded orange USE insulated wire shall be placed directly above all innerduct installed in trenches. Splices shall be crimped using a non - insulated butt splice, soldered and covered with moisture blocking heat shrink. After final assembly in place, all innerducts shall be blown clean with compressed air. Then, in the presence of the Engineer, a cleaning mandrel, correctly sized for the innerduct, shall be pulled through to ensure that the conduit has not been deformed. As soon as the mandrel has been pulled through, a 200 Ib. minimum tensile strength pull string shall be installed in each innerduct and attached to duct plugs at both ends of the innerduct. At all innerduct conduit terminus points, including those in cable vaults and pull boxes, removable and reusable mechanical plugs shall be employed as follows: Outerduct conduits shall be plugged using a quadplex expansion plug inside the conduit around the innerduct. Duct plugs shall be installed in all unused innerducts (those that are specified as empty) at the time of conduit installation. Duct plugs shall be installed in all used innerducts (as noted in the Plans) at the time of conduit installation, unless cable pulling for those innerducts will commence within 48 hours. Innerduct containing one cable shall be plugged using an expandable split plug. Innerducts with multiple cables shall be sealed with self -expanding waterproof foam. The waterproof foam shall not be placed more than two inches into the innerduct. 345 Special Provisions (NWR October 16, 2006) Junction Boxes, Cable Vaults, and Pull Boxes Section 8-20.3(6) is supplemented with the following: Unless otherwise noted in the Plans or approved by the Engineer, junction boxes, cable vaults and pull boxes shall not be placed within the traveled way or paved shoulders. All junction boxes, cable vaults, and pull boxes placed within the traveled way or paved shoulders shall be heavy-duty. Wiring shall not be pulled into any conduit until all associated junction boxes have been adjusted to, or installed in, their final grade and location, unless installation is necessary to maintain system operation. If wire is installed for this reason, sufficient slack shall be left to allow for future adjustment. When junction boxes, cable vaults and pull boxes are installed or adjusted prior to construction of finished grade, pre -molded joint filler for expansion joints may be placed around the junction boxes, cable vaults and pull boxes. The joint filler shall be removed prior to adjustment to finished grade. Adjustments involving raising or lowering the junction boxes shall require conduit modification if the resultant clearance between top of conduit and the junction box lid becomes less than six inches or more than ten inches. Wiring shall be replaced if sufficient slack is not maintained. The six-inch gravel pad required in Standard Plan J-11 a shall be maintained. When existing junction boxes do not have this gravel pad, it shall be installed as part of the adjustment to finished grade. Where conduit and junction boxes are placed in barrier, the prime Contractor shall coordinate the work of the Contractor constructing the barrier and the electrical Contractor so that each junction box placed in the barrier is placed in correct alignment with respect to the barrier, with the face of the box flush. The junction box shall be parallel to the top of the barrier within a 1 -degree tolerance. If any point on the face of a junction box placed in barrier is recessed more than 1/8 inch from the surface of the barrier, the Contractor shall install a box extension per the Engineer's approval and grout around the extension or remove and replace the entire section of barrier. Heavy-duty Type 4, 5 and 6 junction boxes, cable vaults and pull boxes shall be installed in accordance with the following: 1. Excavation and backfill shall be in accordance with Section 2-09. Excavation for junction boxes, cable vaults and pull boxes shall be sufficient to leave one foot in the clear between their outer surface and the earth bank. 2. Junction boxes, cable vaults and pull boxes shall be installed on a level 6 -inch layer of crushed surfacing top course, in accordance with 9-03.9(3), placed on a compacted or undisturbed foundation. The 346 Special Provisions crushed surfacing shall be compacted in accordance with Section 2- 09.3(1)E. 3. After installation, the lid/cover shall be kept bolted down during periods when work is not actively in progress at the junction box, cable vault or pull box. 4. Before closing the lid/cover, the lid/cover and the frame/ring shall be thoroughly brushed and cleaned of all debris. There shall be absolutely no visible dirt, sand or other foreign matter between the bearing surfaces. 5. When the lid/cover is closed for the final time, a liberal coating of anti - seize compound shall be applied to the bolts and nuts and the lid shall be securely tightened. 6. Hinges on the Type 4, 5 and 6 junction boxes shall be located on the side of the box, which is nearest to adjacent shoulder. Hinges shall allow the lid to open 180 degrees. Wiring Section 8-20.3(8) is supplemented with the following: (NWR May 1, 2006) Video Detection Cable Coaxial cable or combination (composite/Siamese) cable with 600V insulation rating for video detection may be installed in the same raceway with 480 volt illumination wiring. (NWR April 14, 2003) At each junction box, all illumination wires, power supply wires, and communication cable shall be labeled with a PVC marking sleeve. For illumination and power supply circuits the sleeve shall bear the circuit number. For communication cable the sleeve shall be marked "Comm.". (NWR March 13, 1995) All splices shall be made in the presence of the Engineer. (NWR May 1, 2006) Illumination Circuit Splices Temporary splices shall be the heat shrink type. (March 13, 1995) .Field Wiring Chart 501 AC+ Input 502 AC- Input 503-510 Control -Display 511-515 Sign Lights 516-520 Railroad Pre-empt 5A1 -5D5 Emergency Pre-empt 541-580 Coordination 581-599 Spare 347 Special Provisions 11 Movement Number 1 2 3 4 5 6 7 8 9 Vehicle Head Red 611 621 631 641 651 661 671 681 691 Yellow 612 622 632 642 652 662 672 682 692 Green 613 623 633 643 653 663 673 683 693 Spare 614 624 634 644 654 664 674 684 694 Spare 615 625 635 645 655 665 675 685 695 AC- 616 626 636 646 656 666 676 686 696 Red Auxiliary 617 627 637 647 657 667 677 687 697 Yellow Auxiliary 618 628 638 648 658 668 678 688 698 Green Auxiliary 619 629 639 649 659 669 679 689 699 Pedestrian Heads & Dets. Hand 711 721 731 741 751 761 771 781 791 Man 712 722 732 742 752 762 772 782 792 AC- 713 723 733 743 753 763 773 783 793 Detection 714 724 734 744 754 764 774 784 794 Common -Detection 715 725 735 745 755 765 775 785 795 Spare 716 726 736 746 756 766 776 786 796 Spare 717 727 737 747 757 767 777 787 797 Spare 718 728 738 748 758 768 778 788 798 Spare 719 729 739 749 759 769 779 789 799 Detection AC+ 811 .821 831 841 851 861 871 881 891 AC- 812 822 832 842 852 862 872 882 892 Common -Detection 813 823 833 843 853 863 873 883 893 Detection A 814 824 834 844 854 864 874 884 894 Detection B 815 825 835 845 855 865 875 885 895 Loop 1 Out 816 826 836 846 856 866 876 886 896 Loop 1. In 817 827 837 847 857 867 877 887 897 Loop 2 Out 818 828 838 848 858 868 878 888 898 Loop 2 I 819 829 839 849 859 869 879 889 899 Supplemental Detection Loop 3 Out 911 921 931 941 951 961 971 981 991 Loop 3 In 912 922 932 942 952 962 972 982 992 Loop 4 Out 913 923 933 943 953 963 973 983 993 Loop 4 I 914 924 934 944 954 964 974 984 994 Loop 5 Out 915 925 935 945 955 965 975 985 995 Loop 5 I 916 .926 936 946 956 966 976 986 996 Loop 6 Out 917 927 937 947 957 967 977 987 997 Loop 6 I 918 928 938 948 958 968 978 988 998 Spare 919 929 939 949 959 969 979 989 999 (NWR August 21, 2006) Bonding, Grounding Section 8-20.3(9) is supplemented with the following: Where shown in the Plans or where designated by the Engineer, the metal frame and lid of existing junction boxes shall be grounded to the existing equipment grounding system. The existing equipment grounding system shall be derived from the service serving the raceway system of which the existing junction box is a part. 348 Special Provisions (NWR May 1, 2005) Illumination Systems Light Standards Section 8-20.3(13)A is supplemented with the following: When slip bases are installed, the conduit, anchor bolts, and other obstructions shall terminate at a height below the elevation of the top of the bottom slip plate. Signal Systems 1 1 1 Signal Controllers Section 8-20.3(14)A is supplemented with the following: (NWR May 1, 2006) Signal Heads In Section 8-20.3(14)B the first paragraph is revised to read as follows: Signal heads shall not be installed at any intersection until all other signal equipment is installed and the controller is in place, inspected, and ready for operation at that intersection, unless ordered by the Engineer. If the Engineer orders advance installation, the signal heads shall be covered to clearly indicate the signal is not in operation. The signal head covering material shall be of sufficient size to entirely cover the display. The covering shall extend over all edges of the signal housing and shall be securely fastened at the back. (NWR January 23, 2006) When shown as lump sum in the Plans or in the proposal as illumination system , traffic signal system , no specific unit of measurement will apply, but measurement will be for the sum total of all items for a complete system to be furnished and installed. (NWR February 22, 2005) Measurement of grounding existing junction boxes will be per each. (NWR May 1, 2006) 8-20.5 Payment Section 8-20.5 is revised to read: Payment will be made in accordance with Section 1-04.1, for each of the following bid items that are included in the proposal: "Illumination System Complete", lump sum. "Traffic Signal System First Street and Lincoln Avenue, Complete", lump sum. "Traffic Signal System 16' Avenue and Lincoln Avenue, Complete", lump sum. "Traffic Signal System 3`d Avenue and Lincoln Avenue, Complete", lump sum. "Traffic Signal System First Street and MLK JR Boulevard, Complete", lump sum. 349 Special Provisions 1 1 1 1 1 1 1 11 11 1 1 11 1 "Traffic Signal System 1s1 Avenue and MLK JR Boulevard, Complete", lump sum. "Traffic Signal System 2nd Avenue and MLK JR Boulevard Complete", lump sum. "Traffic Signal System 3rd .Avenue and MLK JR Boulevard, Complete", lump sum. shall be full pay for the materials, labor, and construction of the complete electrical system, modifying existing systems, or both, as shown in the Plans and herein specified including excavation, backfilling, concrete foundations, foundation removal, tree removal to place temporary poles, temporary signal systems, temporary and permanent relocation of signal components, signs mounted on from signal poles or on mast arms, signs removed from signal poles or mast arms, signal controller modifications, service cabinets, conduit, wiring, restoring facilities destroyed or damaged during construction, salvaging existing materials, furnishing all pipe, pipe connections, elbows, bends, caps, reducers, conduits, and unions; for placing the pipe in accordance with the above provisions, including all excavation or jacking required, backfilling of trenches and pits, restoration of vegetation disturbed by the operation, chipping of pavement, and bedding of the pipe; and all other work necessary for the construction of the conduit and for making all required tests. All additional materials and labor, not shown in the Plans or called for herein and which are required to complete the electrical system, shallbe included in the lump sum contract price. All costs for installing conduit containing both signal and illumination wiring shall be included in the contract prices for the signal system. All costs for illumination and signing attached to signal equipment at a signalized intersection shall be included in the contract prices for the signal system. All costs for installing junction boxes containing both illumination and signal wiring shall be included in the contract prices for the signal system. All costs for installing and removing temporary signal systems shall be included in the contract prices for the signal system. All costs for illumination elements integrated with structural elements including but not limited to: wiring, light fixtures, conduit, deflection fittings, expansion joints, and junction boxes shall be included in the contract price for the illumination system, complete. (NWR April 3, 1996) All costs for adjustment and grounding of junction boxes, both to the final grade and any grade adjustments required for the various construction .stages proposed in the Contract, or for alternative stages proposed by the Contractor, shall be included in the lump sum contract price for the associated electrical system. (NWR April 3, 1996) All costs for conduit, junction boxes, and associated hardware and fittings installed on or within a structural item (wall, bridge, or barrier) shall be included 350 Special Provisions in the respective lump sum bid item for work on the associated electrical system. 8-23 TEMPORARY PAVEMENT MARKINGS Description Section 8-23.1 first sentence is revised to read: (******) The work consists of furnishing and installing temporary pavement markings for all stages of traffic control except for the initial pavement marking removal and the final pavement markings. 8-31 ELECTRICAL AND TELEMETRY SYSTEM 8-31.1 Description The work specified in this section includes the labor, materials, and equipment necessary to furnish, install, and place into operation the power, control, alarm, and associated electrical systems of the storm water pump station. Connect motors, controls, meters, or any other electrical devise provided as part of the storm water pump station. Mark and identify circuits, equipment/enclosures with wire numbers, nameplates, and warning signs. Test, adjust, and calibrate equipment and startup all electrical equipment, instrumentation equipment, and its associated mechanical attachments as necessary to place the storm water pump station into operation. The City of Yakima will be responsible for paying connection fees to the electrical utility. All work and equipment shall be furnished and installed to the satisfaction and approval of the local inspector of the State of Washington Department of Labor and Industries. 8-31.1(1) References This section references the latest revisions of the following documents. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail. National Electrical Code (NEC) National Electrical Safety code (NESC) Occupational Safety and Health Act (OSHA) Standards American National Standard Institute (ANSI) Electric Industry Association (EIA) Institute of Electrical and Electronics Engineers (IEEE) National Electrical Manufacturers Association (NEMA) 8-31.1(2) Quality Assurance Install electrical work in accordance with the latest edition of the NEC and local and state codes in legal force in the Project area. If the Contractor observes that the Plans and/or Specifications are at variance with such codes and regulations, Contractor shall promptly notify the Engineer in writing. Should the Contractor perform any work in non- compliance with the above-mentioned codes and regulations without such notice to the Engineer, the Contractor shall bear all costs arising therefrom. 351 Special Provisions The above codes are referenced to the established minimum requirements and wherever this Specification requires higher grades of material or workmanship than required by the codes, this Specification shall prevail. Submit certification for tests and inspections required by the electrical inspector having jurisdiction. Certification of approval that is issued shall be transmitted to the Contracting Agency with a copy to the Engineer. The Engineer may inspect the fabricated equipment at the factor before shipment to the job site. Provide the Engineer with sufficient prior notice so that an inspection can be arranged at the factory. Inspection of the equipment at the factory by the Engineer will be made after the manufacturer has performed satisfactory checks, adjustments, tests, and operations. Equipment approval at the factory only allows the manufacturer to ship the equipment to the Project site. The Contractor shall be responsible to the satisfaction of the manufacturer and the Engineer. Cooperate with the Engineer and provide assistance at all times for the inspection of the electrical work performed under this contract. Remove covers, operate machinery, or perform any reasonable work, which, in the opinion of the Engineer, will be necessary to determine the completeness, quality, or adequacy of the work. 8-31.1(3) Submittals 8-31.1(3)A Shop Drawings Submit manuals containing detailed drawings, diagrams, and instructions for installing the material and equipment proposed for installation in the electrical work. All electrical submittals shall be approved by the Engineer before any electrical equipment is shipped to the Project site. Submit to the following equipment drawings: Connection diagram, section and elevation for each free-standing unit, bill of materials listing the manufacturer, rating, size, type, and identification of components, including breakers, meters, transformers, transmitters, and auxiliary components, and a listing of the nameplates and legend plates size and nomenclature. Provide shop drawings showing outline dimensions and type, voltage, and current ratings of device, wiring diagrams of power and control wiring, fusing and overload information and listing of nameplate and legend plate information. 8-31.1(3)B Factory Tests Submit reports of factory tests and adjustments performed by equipment manufacturers prior to field testing and adjustment of the equipment. These reports shall identify the equipment and show dates, results of tests, measured values, and final adjustment settings. Provide factory tests and adjustments for equipment where factory tests are specified in the equipment Specifications. Notify the Engineer and the Contracting Agency when field tests are to be performed so the test can be witnessed. 352 Special Provisions 8-31.1(3)C Field Tests All electrical equipment shall be tested after installation and before being placed in service. The testing shall be performed by an independent testing service company, Electrotest, General Electric Apparatus Services, or as approved by the contracting Agency, and shall be employed by the Contractor. All field tests shall be performed in the presence of the Engineer. The Contractor shall coordinate and prepare for all testing prior to requesting tests. If re- testing is required due to deficiencies in the work or preventable delays, the costs of re- testing or standby shall be paid by the Contractor. Testing shall be in accordance with the manufacturer's installation and testing instructions and the applicable electrical standards (i.e., NEMA, IEEE, ISA, ANSI, or other) for the class of equipment. Provide instruments, other equipment, and material required for the tests. These shall be of the type designed for the type of tests to be performed and shall be calibrated by a nationally recognized testing laboratory within three months prior to testing. The Field test shall include, but not be limited to the following: Test the equipment and electrical circuits for proper insulation value, continuity, and absence of undesirable shorts and grounds. Test wire and cable installation when complete and 72 hours prior to energization of the system. Check for continuity, visual damage, marking, and proper phase sequence before performing insulation testing. Megger bus work, switches, and breakers, and circuit phase -to -phase and phase -to -ground disconnecting and reconnecting equipment, which cannot be meggered as required. The minimum acceptable stead -state value is 50 megohms. Ambient temperature and humidity during testing shall be recorded. Properly calibrate, adjust, and operationally check all circuits and components, and demonstrate as ready for services. Verify all operating controls for proper function. Check all auxiliary devices on equipment, i.e., heaters, thermostats, lights, and all illuminated indicating devices and lamps, and all audible alarm devices to verify that they function properly. Check fuses with an ohmmeter. Ring out wiring and busing. Check operation of control and safety interlocks. Check grounding of potential transformers, current transformers, lightning arresters, and surge capacitors. Check control connections at terminal blocks, relays, meters, switches, etc. Test motor driven equipment motors before energization. Insulation test shall consist of megohmeter check phase -to -ground, per IEEE Standard 43 or manufacturer's recommendation. Nameplate ratings (type of motor), (horsepower), (speed), (voltage), (phase), (full load amperes). 353 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Measured load in amperes phase 1-2-3. Equipment being driven. Note the suction and discharge operating conditions of pressure, temperature, humidity, etc., for pump motors at the time of the test, where such conditions affect load. Circuit breakers and motor circuit protectors shall be checked for size per manufacturer's data, motor nameplate amperes, and service factor. Replace and/or adjust units, which are incorrectly sized with correctly sized units. The size shall be noted at this time on the test sheet. Test units to manufacturer's time current standards. Replace units that operate incorrectly. Demonstrate to the Contracting Agency that the electrical installation is working by operating all electrical systems and equipment. Simulate control and emergency conditions, artificially where necessary, for complete system tests. Operate the electrical systems until acceptance of the work. Instruct Contracting Agency's employees in the correct operation of all electrical and control systems. Rework or repair equipment, which needs to be corrected as a result of the testing at no additional expense to the Contracting Agency. The Contractor shall furnish to the contracting Agency at the time the Project is accepted, any special tools, calibration equipment, and testing apparatus specified or furnished by the equipment manufacturer for the proper adjustment and maintenance of the electrical equipment provided. Report all test results in writing. Where tests disclose problem areas, retest after the. defect has been corrected. 8-31.1(4) Coordination Electrical drawings are partly diagrammatic, and it is not the intent to show in detail all features of work or exact physical arrangement of equipment. The location of equipment, inserts, anchors, motors, panels, pull boxes, manholes, conduits, sub -ups, fittings, lighting fixtures, power and convenience outlets, exterior lighting units, etc., are approximate unless dimensioned. Coordinate size of concrete foundations and placement of sleeves or supports in concrete structure. Place conduit correctly with respect to equipment connections. If equipment connections are relocated without appropriate changes in the electrical work and the resulting work is not coordinated, the work affected shall be removed and re -installed at the Contractor's expense, even if removal and replacement of structural and/or mechanical parts of the work are necessary. 354 Special Provisions 8-31.1(5) Electrical Service Electrical service to the wet wells shall be 480V, 30. Wire shall be as shown on the Drawings and as noted below: The Contractor shall coordinate with the Power Company (Pacific Power). Coordinate with Tracy Coleman (1-866-870-3419). Contractor shall provide and install the meter base and the secondary underground conduit and wires from the meter base to the utility transformer supplying the electrical service. Provide materials, equipment, and labor to complete any service work not provided by Pacific Power. All cost of all service, power, and installation shall be paid by the Contractor. 8-311.2 Materials Provide new materials and equipment approved and labeled for the purpose for which they are to be used by a nationally recognized electrical testing laboratory. Similar items of equipment shall be of the same manufacturer and quality. The equipment and materials shall meet applicable NEMA, IEEE, and ANSI standards. Where voltage, current, power, temperature, or other ratings are specified that do not correspond to a selected manufacturer's standard ratings, the Contractor shall furnish, without extra cost, the next rating level, which increases the capacity of the devise or material in question. Furnish materials, devices, equipment, or supplies of materials that are inherently non -corrosive or are coated or covered in manner acceptable to the Contracting Agency, which renders them non -corrosive. Do not install materials in a manner, location, or construction that produces galvanic action or any other materials corroding or eroding action. All electrical materials and equipment, which do not have a corrosion resistant finish, shall be painted. All paint finishes shall include proper surface preparation, prime coat, and a final finish coat. All paint finishes shall have a minimum dry film thickness of two mils, except in wet locations, where the minimum dry film thickness shall be three mils. Any final finish, which has been damaged or is otherwise unsatisfactory, shall be repaired to the satisfaction of the Engineer. Equipment or devices fabricated in the field shall be equal in every respect to manufactured items used for the same purpose. Where cutting, drilling, grinding, etc., is done to galvanized or painted metal, it shall be re galvanized or painted to match original finish. Where the Contractor proposes changes in the work or substitutions in material, he shall be responsible for ensuring that sizes, weights, openings, etc., are provided that do not require change in the work outside his Contract, or he shall pay for all such changes. 355 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project areas are classified with respect to electrical equipment requirements as described below: Hazardous Location, Class 1, Division 2: Areas below grade. 8-31.2(1) Metering, Protection, and Control Devices Devices, panels boards, control panels, etc., or mounted in individual enclosures, shall be provided as specified herein. Devices used throughout the Project shall be manufactured by a single manufacturer for each type of devices. Circuit breakers shall meet NEMA Standard AB -1. Feeder breakers shall be molded case breakers with thermal magnetic trip. Motor circuit breakers shall be magnetic only trip with adjustable trip settings. Branch circuit breakers shall be molded case, thermal - magnetic trip, trip -free with non -interchangeable, non-adjustable trip unless otherwise noted. Breakers shall meet the integrated equipment ratings required for the available short circuit current at the equipment in which they are used if applicable. 8-31.2(1)A Motor Starters Each motor control shall consist of a manually operated circuit protective device and a magnetically operated motor starter mounted in a common NEMA 1 enclosure, complete with auxiliary devices for control of the circuit as indicated. Provide motor starter Cutler - Hammer Freedom Type; Allen-Bradley Bulletin 509; or equal. Operating handle of the circuit protective device shall physically indicate "on", "off" and "tripped" positions. Handle shall accept three padlocks with heavy duty, industrial type shackles. Motor circuit protectors shall have adjustable magnetic trips by a single dial with a moveable plug stop. Minimum fault interrupting capability shall be 16,000 amperes. Starters shall be NEMA rated and no smaller than Size 1. Each shall be equipped with an overload element in each phase and auxiliary contacts as indicated on the Drawings, with a minimum of two N.O. auxiliary contacts. Control power shall be fused, 120 volts, derived from a control power transformer. Control power transformer shall have sufficient capacity for all devices connected to the control circuit and not less than 50 VA more than the normal capacity required to operate the starter. Provide push buttons, selector switches, and indicating lights as shown on the Drawings. Provide an engraved plastic nameplate for each combination starter identifying the motorized equipment it controls. An externally operable manual "reset" button shall be provided that is mechanically linked to the overload element within the enclosure. Automatic restart after overload shall not occur. 8-31.2(1)B Automatic Transfer Switch The automatic transfer switch shall transfer power from the normal service to a standby service in the event of power failure. The switch shall be Service Entrance (i.e., SUSE) rated. The switch shall transfer the system back to normal power after normal power 356 Special Provisions has been restored. The switch shall include a Manual Bypass Isolated transfer switch and receptacle to accept power from a portable generator. The switch shall be UL labeled, shall meet the requirements of UL Standard 1008 and shall be suitable for total system transfer including motor and lighting loads. The enclosure shall be NEMA 3R construction with hinged doors on the front. The automatic transfer switch shall be as manufactured by ASCO, Zenith, or equal. The transfer switch shall have the following features: Continuous rating of 480 volts, 3-phase, with 3 -poles and full neutral bus. Current rating shall be as shown on the Drawings. Adequate line and load lugs for terminating the power conductors shown on the Drawings. A terminal strip with terminals for terminating all external control circuits. Number all terminals using the wire number for the wire terminated. Cable wiring with cable ties, secured in place and guarded where subject to mechanical injury. The transfer switch shall include the following controls and accessories: Three adjustable close differential relays, connected phase -to -phase, all set to drop out at 80% and to pick up at 90% of nominal voltage. Attest control switch which shall cause the automatic transfer switch to transfer, retransfer, and the like, simulating a power outage. Mount this switch on the door of the transfer switch compartment. An override control switch to prevent the automatic transfer switch from transferring from the "normal" to the "standby" position. This control switch shall be mounted on the door of the transfer switch compartment. A Manual Bypass Isolated transfer switch with related controls and accessories. The manual bypass switch shall be connected to a receptacle to accept power from a portable generator. The type and size of the receptacle shall be coordinated with the Owner. The receptacle shall have an enclosure that is weather-proof when the attachment plug is removed. Light to indicate the switch is supplying "normal" or "standby" power. Provide neon type lamps with series resistors as required, in oil -tight units with clear lenses. Label each light with plastic nameplates engraved "NORMAL" and "STANDBY", respectively. Mount lights on the door of the transfer switch compartment. A timer which, following loss or deterioration of "normal" power, will delay transfer to standby power for up to 2 minutes, to eliminate starts during brief or momentary outages of "normal" power. Set delay at 5 seconds. A relay to prevent the transfer to standby until the standby power voltage and frequency are 90% of rated values. 357 Special Provisions A timer to provide an adjustable delay from 2 up to 25 minutes (minimum range) before retransfer to "normal" power. If "standby" power fails before preset delay period elapses, and if "normal" power is within set limits of voltage, override the delay and retransfer immediately. An engraved plastic nameplate for every lamp, switch, and other control device or indicator. Identify all switch and control positions. Nameplate wording shall be subject to review by the Engineer. Provide a microprocessor controller with programmable logic to allow automatic simulation of power failure, transfer switch operation and retransfer. Controls shall allow entry of scheduled exercising of system in a 7 -day period. Provide two sets of dry contacts to indicate position of ATS in "Normal" and "Standby". A timer to provide an adjustable delay of 1 to 5 seconds in the closing of the open contacts after the closed contacts have opened. Provide this delay for both transfer and retransfer switch operations. 8-31.2(1)C Miscellaneous Protection and Control Devices Fuses: Power fuses, Class RK -5 silver element. Control fuses, Bussman FNQ or equal. Lightening arresters (aka, TVSS or surge arrestor) shall be provided at each control power supply point and to external devices (e.g., one on the main service and one at each pump panel). They shall be General Electric Company Catalog No. 9L15ECA001 for single phase, 9L15ECC001 for 3 phases. Pilot devices (control units and stations): Allen-Bradley per NEMA ICS -1; pilot lights shall be push -to -test transformer type. Running time meters shall be Eagle Signal six digit non -reset. Legend plates shall be provided for all front -mounted control devices, including pilot lights, sector switches, and push buttons. Legend plates shall be engraved with the nomenclature shown on the control wiring diagrams or with standard engraving such as "stop -start," "hand -off -auto," etc. where none is shown on the drawings. All relays shall be equipped with surge suppressers. IEC rated relays are not permitted. 8-31.2(2) Enclosures All exposed enclosures (i.e., enclosures not contained inside another enclosure) shall be NEMA 3R. Enclosures that are within another enclosure shall be NEMA 1. The control panel enclosure shall be NEMA 3R and include a viewing window to check status of the PLC. Enclosures shall have nameplates attached to the enclosures. Nameplates shall be 1 -inch by 4 -inch STH 3/8 -inch letters except where smaller sizes are necessary for smaller enclosures. Nameplates shall be Lamacoid or equal plastic laminate or engraved metal plates. Lettering shall be black; background shall be white. No 358 Special Provisions abbreviations are permitted unless approved by the Engineer. Inscription shall be subject to the Engineer's approval. Individual device enclosures for circuit breakers shall have external handles marked to indicate "OFF" and "ON" positions. The handle shall be lockable in the "OFF" position. These operating handles shall be interlocked with the enclosure door to prevent: opening the door with the device "ON" and closing the door with the door open. The interlock shall be screwdriver deferrable. A contact shall be provided to indicate when the device handle is in the "OFF" position. Major equipment items shall have enclosures as specified in their respective section of the Specifications. 8-311.2(3) Conduit Conduit shall be rigid, non-metallic (PVC 40) except that which enters the wet well and run above ground, which shall be PVC coated RMC with polyurethane inner coat. For flexible connections in areas where rigid steel conduit is used, provide liquid -tight flexible metal conduit at flexible connections. It shall be flexible galvanized steel convolutions covered by a liquid tight PVC layer with manufacturer's marking at 3 feet or less intervals. Connectors shall be UL approved for grounding and employ a ferrule, which covers the end of the conduit inside and out. Conduit shall be Electri-Flex Type LA or American Sealtite, Type UA. Where plastic conduit is permitted to be used, it shall be Schedule 40 PVC rigid conduit suitable for underground installation without concrete encasement, suitable for 90°C conductors, and shall meet NEMA TC -2 standards for plastic conduit, Carlon, Johns - Manville. Supports for individual conduits shall be galvanized malleable iron, one -hole type with conduit spacer. Raceway supports in "wet" areas shall be stainless steel or aluminum structural shapes and cast hardware. Plastic or wire conduit clamps, nail -in clips, and/or metal tape are not permitted. 8-31.2(4) Conductors Power wiring for feeder and motor circuits shall be Class B stranded copper conductor with Type THHW insulation. Other sizes shall be THHW insulated. Minimum conductor size for all power wiring shall be No. 12 AWG. Control wiring shall be Class B stranded copper conductor with Type THHW insulation. Minimum conductor size shall be No. 14 AWG. Low voltage instrument wire shall be multi -conductor cable with overall neoprene or PVC jacket. Individual conductors shall be polyethylene/nylon insulated. Unshielded instrument cable shall be equal to Alpha Wire Company No. 1899 and 1899/3 or equal, Belden or NEC. Shielded instrument wire shall be equal to Alpha Wire Company No. 2258 and No. 2258/3 or equal, Belden or NEC. Grounding clamps shall be equal to T&B 3900 UB Series. Lugs for attachment of grounding conductors to sheet steel enclosures shall be of the binding post type, shall 359 Special Provisions 1 1 1 1 1 f 1 1 A 1 1 11 1 1 1 1 r accommodate a range of standard copper cable from #2 AWG to #2/0 AWG, shall have a 1/2-13 NC stud size, and shall be attached to enclosures using a threaded or tapped boss welded to the sheet steel. These Tugs shall be Burndy Type KC, Anderson Type KS, or equal. Utilize bolted pressure connectors for all other ground connections. Grounding wire and cable shall be solid copper for No. 4 or smaller diameter; stranded copper in the larger sizes. All conductors to be buried in the earth shall be medium -hard drawn bare copper; other conductors shall be soft drawn copper. Connectors for splicing copper conductors shall be "Scotchlok" insulated spring connectors for No. 18 through No. 6 AWG solid conductors; insulated, solid -barrel, crimp type plated copper alloy connectors for No. 18 through No. 6 AWG stranded conductors; plated copper alloy compressors splicing sleeves - installed by high-pressure compression tools for No. 4 and larger size stranded conductors. Motor connectors shall be insulated, solid -barrel, crimp type, ring tongue plated copper alloy terminals bolted together and taped to insulation thickness of conductors. Wire markers shall be plastic sleeve type. Wire numbers shall be permanently imprinted on the markers. 8-31.2(5) Fittings and Boxes In all areas, boxes and fittings shall be as follows: Outlet and junction boxes shall be galvanized, cast iron alloy, or aluminum one piece, threaded hub similar to FS, FD, or GRF boxes with neoprene gaskets and galvanized, cast iron alloy covers. In wet areas, cast boxes shall be equipped with external mounting lugs. Gang boxes shall be used wherever more than one device is used at one location. Boxes 6 inches by 6 inches by 4 inches or larger may be code gauge fabricated steel continuously welded at seems and hot -dipped galvanized after fabrication with flange and rubber gasketed covers fastened with stainless steel screws at 2 -inch spacing. Boxes shall have drains and a grounding lug. Boxes shall have a factory or shop applied final paint finish except where installed in a "wet" location. Fittings shall be galvanized, cast iron alloy with threaded hubs, neoprene gasket, and galvanized casts iron alloy cover. Miscellaneous fittings shall be as follows: Escutcheons shall be equal to Beaton & Caldwell 3A, Grabler, or Fee & Mason. One hole clamps and clamp backs shall be galvanized cast iron alloy. Locknuts shall be extra -heavy, hot -dip galvanized steel through 2 inches trade size and hot -dipped galvanized malleable iron above that size. Busing shall be hot -dip galvanized iron with insulating thermosetting collar. Provide grounding connector on bushing where terminated at enclosures. 360 Special Provisions Fittings for use with rigid non-metallic conduit shall be PVC and have solvent weld -type conduit connections. If such are not available, then the Specification for rigid steel fittings shall apply. Fittings for flexible conduit shall be Appleton Type ST or O -Z Gedney Series 40. Union couplings for conduit shall be the Erickson type and shall be Appleton Type EC or O -Z Gedney 3 -piece Series 4. Threadless couplings shall not be used. 8-31.2(6) Anchors, Supports, and Attachments Where shown on the Drawings or specified, provide the required concrete installations for conduit encasement, and equipment foundations and housekeeping pads. Provide the required inserts, bolts, and anchors, and securely attach all equipment and materials to their supports. Fasteners for securing equipment to walls, floors, etc., shall be stainless steel. Attachments to building surfaces and structural shapes or members shall be as follows: Wood: Lag screws, Type A tapping screws. Masonry: Light loads, Rockwell "well -nut," heavy loads, thru-bolt with fender washers. Hollow Partitions: Molly or toggle bolts. Concrete: Self -drilling expansion drilling anchors with threaded studs. Structural shapes or members: Clamps or U -bolts. Other Steel: Machine screw-in tapped hole. Do not drill, tap, punch, or shoot structural metal or prestressed concrete structures, use clamping devices only to metal and expansion shields or inserts on concrete. Attachments shall be stainless steel or hot -dipped galvanized in locations where rigid steel conduit or NEMA 4 enclosures are required. 8-31.2(7) Instrumentation and Control 8-31.2(7)A Programmable Logic Controllers PLC shall be Allen Bradley Micrologix 1400 model. 1766-L32 with non-volatile battery backed RAM. The PLCs shall be provided with the following expansion modules: Discrete input module. Provide spare inputs and outputs so that a minimum of 15% of each type is spare, functional, and installed in the mounting racks. PLC shall be programmed using Allen Bradley RSLogix 500 software. Provide the latest version of the software, which shall be transferred to the Owner at the time of Site Acceptance. See Part 8-31.3(10) for a written description of the control strategy. 361 Special Provisions 1 t 1 1 1 1 1 1 1 s 1 1 1 1 1 f 8-31.2(7)B Integrated Wireless Modem Provide a complete and functioning wireless modem (system) to link to the City of Yakima Wastewater Division network system. The system shall include radio transceiver, test set antenna and hardware. Provide radio equipment having the serial communication ability to communicate with the PLC. The modem shall operate from 10 to 16 VDC, primary power. The equipment shall operate as specified over an ambient temperature range of -30° to +60°C, with a relative humidity of up to 85%. The housing shall be Din -rail mounting and measure not more than 2"H x 4"W x 4"D. Provide lightning protection for all equipment. Product shall be FreeWave FGRplus RE Industrial 900 MHz radio, which is the City of Yakima's standard. No equal. 8-31.2(7)B.1 Signal Coding Information shall be transmitted in the form of digital words. Advanced security techniques shall be employed to provide protection against false messages. The system shall operate on a selected radio frequency in the 900 MHz band and shall be licensable for the application. The system shall have serial communication ability to communicate with PLC. All radio equipment shall be FCC type accepted for the application. 8-31.2(7)B.2 RF Transceiver RF transceiver shall operate at 900 MHz. The transmitter shall provide a minimum RF output of 5 watts. Frequency shall be crystal controlled to *0.0005% of the assigned carrier frequency over a temperature range of -30° to +60°C. This shall be accomplished without the use of heaters to maintain a low current drain. The Integrated wireless modem shall fully comply with all applicable EIA standards and FCC Rules and Regulations. It shall be FCC type accepted for the application. 8-31.2(7)B.3 Antenna Feed The antenna transmission line shall have transmission characteristics equal to or better than RG8/U coaxial cable with PL 259 connectors. The antenna shall be Yagi directional type with a 20 dB front -to -back ratio. 8-31.2(7)C Level Sensing System - Bubbler Type The bubbler level sensing system shall be designed to operate on the back pressure caused by the level of the liquid above a compression bell at the end of a sensing tube through which air is being discharged. The device shall be able to sense a rising or a falling level and shall translate this rise or fall into a proportional analog signal. All equipment required to meet the operational requirements set forth herein shall be included and connected to obtain a complete functional system. The level sensing system shall be the Reactive Air Level Monitor manufactured by Tesco, which is the City of Yakima's standard. No equal. The bubbler level sensing system shall have a range of at least 0 to 35 feet and have an operating voltage of 120 VAC. Accuracy of the system shall be +/- 1/8 inches with 0.2% repeatability. Air shall be delivered from the bubbler system using an oilless, direct -drive compressor with aluminum piston, TeflonTM sleeved aluminum cylinder, and a maximum discharge pressure of at least 250 psi. The bubbler system shall output a 4-20 mA 362 Special Provisions signal proportional to the measured level and have adjustable interval and duration of purge used clear solids from the compression bell. All bubbler system components shall be housed in a NEMA 4X enclosure that includes a digital display of measured level and a push button to initiate manual purge. Interconnection of pneumatic components within the enclosure shall be made using 300 psi polyethylene instrument tubing. Provide sufficient slack in instrument tubing and electrical wiring to facilitate calibration, removal, and replacement of bubbler panel components. The compression bell shall be constructed of a high strength polymer that will resist corrosion and buildup of material. Provide two 300 psi polyethylene instrument tubing runs enclosed in steel conduit or equivalent protection from the bubbler panel to the sensing tube located in the wet well. One tubing run shall be the "bubbler" air flow line, and the other tubing run shall be for "static" air backpressure sensing. A "tee" with cleanout shall be provided to connect the tubing to the sensing tube. The cleanout shall be readily accessible for cleaning. The sensing tube shall be Schedule 80 PVC and extend to 6 inches below the low water level and be supported on not more than 48 -inch centers on the wall. 8-31.2(7)D Float Switches 1 1 1 Provide backup high water level (BHWL) float switches for backup control individual pumps. Float switch shall be of the tilting mechanical switch type. The mechanical switch shall be enclosed in a liquid -tight plastic casing with a cable, which is supplied with 5 feet of slack. It shall be suspended at the proper position to hang or float, depending on the liquid level. It shall have single -pole, single -throw contacts and be wired normally open or normally closed as shown on the Electrical Drawings. Float switch shall be Flygt Model ENM-10, or equal. Float switch shall be UL listed. 8-31.2(7)E Uninterruptible Power Supply Provide a UPS system consisting of battery backup unit (BBU), battery system, inverter for 120 VAC loads and a 12 VDC power supply for 12 VDC loads, as shown on the Electrical Details Drawings; all of which shall be housed in the control panel. All components of the UPS system, with the exception of the batteries, shall be sized such that their design load in watts is not more than 75% of their rating. Rating: 1. UPS System: 120 volts, 1 phase, 60 Hz. UPS shall be Weidmuller, or equal. 2. DC Power Supply Output: 12 VDC. Power supply shall be Weidmuller, or equal. 3. UPS system shall be capable of operating all connected equipment for not less than 2 hours at 5°C. 4. Ambient Temperature: Equipment ratings shall be based on operation in an ambient temperature not exceeding 50°C. 363 Special Provisions i 11 t 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 8-31.2(7)F Ethernet Switch Provide a DIN rail mount Ethernet switch with a minimum 4 copper ports and one multi - mode fiber port with ST connector, removable terminal block, and LED indicators. The Ethernet switch is to be mounted in the control panel and suitable for 12 VDC input power. Ethernet switch shall be model EIR205-MT by B&B Electronics, or equal. 8-31.2(8) Panels Panels shall be a shop fabricated unit completely assembled, wired, and tested before shipment to the job site. Panel construction shall, in general, meet JIC EMP -1- 1967 standards and applicable and IEEE standards. All control panels shall be UL listed. The panels shall bear the UL label. The label shall apply to the enclosure, the specific equipment supplied with the enclosure, and the installation and wiring of the equipment within and on the enclosure. Where intrinsically safe areas are shown on the Drawings, provide intrinsic safety barriers (aka, intrinsically safe relays) to limit current, voltage, and total energy delivered to instruments located in hazardous areas. The intrinsic safety barrier shall be DIN rail mounted by PEPPERL+FUCHS or equal. All equipment shall be NEMA standard rated; IEC rated or equivalent is not acceptable. The entire assembled panel shall be meggered and tested to be free from grounds and shorts. All controllers, circuits, and interlocks shall be rung out and tested to assure that they function correctly before the panel is shipped. Revise all drawings upon completion of the work to show "as shipped" condition of the panel. Provide, at the time of shipment, copies of the revised drawings to the installer at the job site as well as the Engineer. Enclose panels in heavy-duty polyethylene envelopes or secured sheeting to provide complete protection from abrasion, dust, and moisture. Place dehumidifier inside the polyethylene covering. Show shipping weight on shipping tags, together with instructions for unloading, transporting, storing, and handling on job site. 8-31.2(8)A Panel Component Installation Provide panel wireways between each row of components and adjacent to each terminal strip. Wireways shall be a minimum of 1 inch wide and 3 inches deep with removable snap -on covers and perforated walls for easy wire entrance. Wireways shall be constructed of non-metallic materials with a voltage insulation in excess of the maximum voltage carried therein. Wiring duct shall be Panduit "E" type LG, Panel Channel or equal. Provide terminals for the termination of external power, control, and instrument wiring. Terminal shall have brass screws with straps suitable for No. 12 through No. 18 AWG wire. They shall Allen-Bradley or equal. 364 Special Provisions 8-31.2(8)B Panel Wiring Panel wiring shall comply with National Electrical Code. 8-31.2(8)C Marking and Identification 1 t Wire markers shall consist of yellow, slip-on elastic sleeves sized to tightly grip the wire insulation and marked in block printing with the letters or numbers to identify the circuit. Wire markers shall be BIC Industries. Provide a nameplate for each panel. It shall be 2 -inch by 10 -inch minimum size with 1/2 -inch minimum engraved letters. Provide nameplates for all relays, timers, transformers, fuses, terminal block, switches mounted internally, and other components, which are mounted to the internal mounting panel. These nameplates shall be sized to the scale of the device to which they refer. Nameplates shall be rigid phenolic plastic laminate with engrave lettering or engraved metal plate with filled lettering. Background shall be black, lettering shall be white. Edges shall be beveled showing a white border. Abbreviations are not permitted unless approved by the Engineer or specifically shown on the nameplates, schedules, or drawings. The engraving shall be as shown on the Drawings for the identification of each panel. 8-31.2(9) Wiring Devices Duplex receptacles shall be heavy-duty per NEMA WD -1, with staked screw terminal for line, neutral and grounding connection and provisions for split bus operation. They shall be NEMA 5-15R or 5-20R type Arrow -Hart, Bryant, Hubbell. 8-31.2(10) Telemetry Coordinate with the telemetry Contractor for the City of Yakima Wastewater Division. Connect and integrate wireless modem, as shown on the Drawings. 8-31.2(11) Panel Heater Panel heaters shall have adjustable thermostats controlling the heat element. Heater shall have an internal fan, which shall run continuously regardless of the temperature or thermostat setting. Heat elements shall operate on 120 VAC. Panel heaters shall be manufactured by Hoffman Engineering Co. 8-31.3 Construction Requirements Install the equipment and materials in a neat and workmanlike manner employing workmen skilled in the particular trade and in accordance with the manufacturer's instructions and industry standards. Maintain adequate supervision of the work by a person in charge at the site during any time that work under this division is in process or when necessary for coordination with other work. Do the work in a systematic manner and coordinate with other trades, code authorities, utilities, and the Engineer. Check work under this division for interference with work 365 Special Provisions 1 1 r 1 1 1 1 1 1 1 1 1 1 M 1 r 1 1 1 1 1 1 1 1 under other divisions and cooperate in locating equipment to avoid all such interferences. No extras will be allowed because of moving work required to avoid interference with work under other divisions of this contract. Organize this work to harmonize with the work of other trades so that all work may proceed as expeditiously as possible. Where two trades join together in an area, make certain that no electrical work is omitted.. Coordinate the installation of built-in work, attaching items to buildings, and cutting and patching with other trades. Where connections must be made to existing installations, properly schedule all the required work, including the power shutdown periods. Schedule and carry out shutdowns so as to cause the least disruption to operation of the existing facilities and privately owned facilities. The general arrangement of outlets and other equipment, as shown on the plans, is diagrammatic and approximately correct as to locations. Where conflicts occur in locating the work, verify the location of conduit, fixtures, panels, control devices, etc., with the Engineer. Attention of the. Contractor is directed to the coordination required between the mechanical equipment installation and the electrical connections to this equipment. The Contractor shall verify the location of all meters, valves, limit switches, etc., with installers prior to final conduit installation, etc., and shall makeall necessary adjustments in the routing, without cost to the Contracting Agency. The Contractor shall be responsible for the accurate location of switches, outlets, etc., with respect to doors, partitions, cabinets, and the finished work of others. Verify dimensions and locations with the mechanical and instrumentation equipment drawings and trades before installing the work. Thoroughly clean all soiled surfaces of installed equipment and materials. Upon completion of electrical work, remove all surplus materials, rubbish, and debris that accumulated during the construction work. Leave the entire area neat, clean, and acceptable to the Engineer. 8-31.3(1) Grounding Feeder circuits shall have a green insulated grounding conductor installed with each set of phase conductors. The grounding conductor shall be bonded full size to the equipment, which the circuit connects, and to the raceway if it is metallic. PVC or other non-metallic conduit in any service on the Project shall have an insulated grounding conductor installed in it and bonded at each end of the non-metallic run to metallic raceway or equipment. Equipment grounding connections shall be checked by the Contractor in the presence of the Engineer with a Biddle ground ohmmeter. Resistance in excess of 25 ohms shall be reason to reject the continuity of the around system and require replacement. Make the grounding conductor connections to motors or equipment 10 horsepower and above, or 20 amperes and above, by solderless terminal and a 5/16 -inch minimum bolt tapped to the motor frame or equipment housing. Ground connection to smaller motors and equipment may be made by fastening the terminal to a connection box. 8-31.3(2) Equipment Install manufactured equipment in accordance with manufacturers' and NEMA standard installation instructions. All equipment installed on the Project shall be anchored, tied, restrained, or attached to the structure in such a manner that the equipment will remain 366 Special Provisions in place and functioning when subjected to seismic forces for the seismic zone in which the facilities are located. Direct all subcontractors and suppliers to furnish and install equipment and provide anchorage in a manner that will conform to these requirements. Perform tests outlined herein and as recommended by the equipment manufacturer. A written report of these tests and any repairs resulting from them shall be sent to the Engineer. The Contractor shall be responsible for the painted finish specified for individual equipment. Where deemed necessary by the Engineer, damaged finishes of equipment furnished by the Contractor shall be retouched or repainted without additional cost to the Contracting Agency. Install self-supporting equipment in a level and plumb manner, shimming with full width stainless steel shims, as necessary. Units shall be bolted to the floor with 3/8 -inch stainless steel expansion anchors and bolts or welded to embedded steel channels. Floor or pad shall be level within plus or minus 1/8 -inch in a square yard before installing equipment. Grout or caulk enclosure to floor or pad. Conduits entering from above or at the sides shall be bushed. Conduits entering from below shall have grounded insulating bushings bonded to the ground bus or pad. Protect enclosed electrical equipment such as control stations, circuit breakers, variable frequency drive, etc., during construction from moisture, dust, abrasion, or other damage or disfigurement, using plastic sheeting, kraft paper, space heaters, or other appropriate means. Field repair of material or equipment made defective by improper storage is not acceptable. Wall -mounted enclosures shall be mounted level and plumb. Enclosures shall be fastened with a minimum of three screws or bolts. Switches, starters, etc., shall be mounted 4 feet 6 inches to centerline of handle on walls or 3 feet 6 inches when strut supported at motors, etc. In wet locations, provide neoprene or polyethylene 1/2 -inch spacers behind equipment enclosures and connect all raceways to enclosure from below. Enclosures, including control stations, shall be provided with permanently attached identification plates giving the panel designation and panel circuit number from which the motor is fed. The plates shall be laminated phenolic with 3/8 -inch high engraved white letters with black background. The following shall be done as a minimum before energizing equipment: Remove bracing, packing materials, tape on movable parts, etc., as necessary. Check for damage to enclosure, cracked porcelain, chipped bushings, etc. Assemble all shipping splits. Tighten all bus splices to the recommended torque's. Clean splice plates with Stoddard's Solvent before assembling. Check factory connections for proper torque. Tighten all structural connections, barriers, racking mechanisms, etc. Check alignment of plug-in devices with stationary parts. Check operating mechanism for binding, lubrication, etc. 367 Special Provisions Check continuity and phase uniformity from unit to unit and for all control or metering circuits. Operate switches in the test and disconnected positions. 8-31.3(3) Raceway Rigid non-metallic conduit shall be used except for conduits going to the wet well. These conduits shall be PVC coated RMC. Electrical metallic tubing and intermediate steel conduit are not permitted. Flexible conduit shall be provided for connections to valves and other equipment, which are subject to vibration in normal service. Runs shall be kept as short as practical (less than 18 inches) and shall not be used in place of elbows, offsets, or fittings to attach to fixed equipment. Flexible conduit shall not be strapped to structures or other equipment. There shall be sufficient flex to allow for removal of the valve or equipment for maintenance and inspection. Circuits shall run in individual raceways unless specific combinations in one raceway are shown. Raceways shall not be ganged into wireways, pull boxes, junction boxes, etc., without specific approval. Conduit connections to enclosures shall be made at the nearest practicable point, of entry to the enclosure area where the devices are located to which the circuits contained in the conduit will connect. Raceway shall run exposed unless shown otherwise on the drawings. Exposed raceway shall be installed in lines parallel or perpendicular to the building or structural members lines. Raceway shall be run level, even if the ceiling or structure is not level. The installation shall not result in cross -overs or offsets that can be avoided by installing the raceway in a different sequence or a uniform line. Parallel runs shall be symmetrical. Raceway in "wet" areas shall have clamp backs or other appropriate spacers to hold them a minimum of 1/2 -inch off the surface. Conduit connections to motors, valves, or other equipment shall be supported independently of the valve or equipment. Runs shall drop or rise vertically to the nearest practicable point of connection to the unit. Vertical drops shall be run to the floor and be fastened with a floor flange. Unsupported drops are not permitted. Horizontal runs on the floor or on equipment are not permitted, unless specifically shown on the Plans.. Drop or rise at the appropriate closest location. Wherever practical, route conduit with adjacent ductwork or piping and support on common racks. Base required strength of racks, hangers, and anchors on combined weights of conduit and piping. Space electrical raceways a minimum of 6 inches from heat sources above normal ambient. Penetrate through building wall or surfaces with a PVC sleeve with at least 1/4 -inch greater interior diameter (ID) than conduit exterior diameter (OD), set flush with walls, pack with fiberglass and seal with silicone sealant, and cover with escutcheon plate. 368 Special Provisions Penetrate through poured -in-place walls and free slabs with a cast iron or (above -grade only) Schedule 40 black pipe sleeve with retaining ring or washer. Sleeves shall be set flush with forms or edges of slab. Pack around conduit with fiberglass and seal with silicone sealant. For penetrations below exterior grade, provide a Gedney sealing fitting on the interior of the wall threaded onto the sleeve. Place raceway below slab on grade construction in a shallow trench. Raceway shall be placed so as to permit stub -up elbows to be installed without any portion of the radius being exposed. The trench for underground raceway runs shall be as straight as practicable. Changes in direction and/or grade shall be of sufficient length to allow a gradual change (3 -foot radius minimum). The trench shall be graded true and free from stones or soft spots. Slope all underground raceways to provide drainage. (For example, slope conduit from equipment located inside a building to the pullbox located outside the building). Three inches of fine sand shall be placed in the trench bottom and tamped into place. Provide pre -formed plastic spacers on 5 -foot intervals between conduits in the same run. Bends in 2 -•inch and larger raceway shall have a minimum radius of 3 feet. Slight offsets may be made with 5 degree couplings. After the raceway is placed in the trench, native earth backfill passing a No. 8 sieve, free of stones shall be placed in the trench bottom and tamped around the sides of the conduit. Do not tamp on top of the conduit until the final backfill is placed to finish the grade. Each concealed below -grade conduit shall be mandreled with a non-metallic mandrel not more than 1/4 -inch smaller than the inside diameter of the raceway, followed by a wire brush and a swab. Direct buried conduit installed in trenches shall be marked by a strip of yellow marking tape. The marker shall be placed a minimum of 12 inches below grade during backfilling of the trench. Install raceway as a complete, continuous system without wires, mechanically secure, and electrically connected to all metal boxes, fittings, and equipment. Blank off all unused openings, using factory -made knockout seals. Keep conduits clean and dry until conductors are installed using caps, bushings, and "penny" or other suitable means. Install a No. 12 TW pull wire or nylon cord in each empty conduit, leaving at least 8 inches slack at each end. Close each end left exposed with caps or bushing and "penny. Provide double locknuts and insulating bushings at all conduit connections to boxes and cabinets. Bushings shall be grounding type where connecting to concentric or eccentric knockouts. In "wet" areas, locknuts shall be sealing type, or Myers hubs shall be used. Conduits shall connect to the enclosure at the location of the gutter into which the conductors they contain will be routed. Conduits to mechanical equipment shall be stubbed up or routed directly to the connection and located as close as possible to equipment terminals. Cut ends of conduit square with hand or power saw or approved pipe cutter. Ream cut ends to remove burrs or sharp ends. Thread cuts on conduit in the field shall have same effective length and same thread dimensions and taper as specified for factory - cut threads. Transitions from plastic to steel shall be made with a threaded male adapter (plastic) to a steel conduit coupling. 369 Special Provisions 1 1 f 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Provide anchors, hangers, supports, clamps, etc., to support the raceways from the structures in or on which they are installed. Provide sufficient clearance to allow conduit to be added to racks, hangers, etc., in the future. Conduit couplings, fittings, and boxes where threaded male to female connections are made shall be waterproofed and rustproofed by application of a watertight, conductive thread compound. Clean threads of cutting oil before applying thread compound and making up joint. 8-31.3(4) Conductors Insulated wire and cable shall be installed in raceway systems after the system is complete. Swab conduits before installing cables, and exercise care in pulling to avoid damage to conductors. Damage due to missing bushings, burrs on conduit ends, etc., shall be cause to require removal and replacement of conductors. Damaged ends shall be considered sufficient indication of damaged insulation to require replacement. Cable lubricants, pulling sleeves, pullboxes, etc., shall be used to keep pulling tensions within allowable limits. No grease will be permitted in pulling cables. Pulling compounds shall be soapstone, talc, or approved UL compounds. Pulls shall be by hand using cable grips or wrapping extra conductor around to form an eye. Cable ends shall be cut off after pulling and all compound cleaned from conductors before terminating. Service, feeder, and motor branch circuits shall be continuous without splices from equipment terminal to equipment terminal or motor lead. Instrumentation and control circuits shall be continuous except for termination on terminal strips in control panels. Branch circuits may be spliced at taps. Unless otherwise shown on the drawings or specified, leave at least 6 inches of free conductor at each connected outlet (outlet connected to equipment or device) and 9 inches of free conductors at each unconnected outlet. Tape free ends of conductors and coil neatly in outlet box. Identify each wire or cable with circuit numbers at each termination and in each pull box using numbered and lettered wire markers. All electrically common conductors shall have the same number. Each electrically different conductor shall be uniquely numbered. Conductors between terminals of different numbers shall have both terminal numbers shown at each conductor end. The identification number closest to the end of the wire shall be the same as the terminal number. Color code conductors as follows: Basic color coding: Phase 240/120 Volts 480/277 Volts A Black Brown B Orange Orange C Red Yellow Neutral White Gray Ground Green 370 Special Provisions Connect all circuit conductors of the same color to the same phase throughout the installation. Do not use white or green color for any conductor not intended for neutral or grounding purposes. This limitation applies to power and control wiring, except smaller gauge (No. 18 or Tess), low voltage control circuits. Use wire with the insulation of required color for conductors No. 8 AWG or smaller. For wire larger than No. 8 AWG and other types of wire of any size, which may not be available in specified colors, use self-adhesive, wrap-around cloth type markers of solid colors to color code the conductors. Where wire markers are used for color coding, mark each, conductor at all accessible locations such as panelboards, junction boxes, pullboxes, auxiliary gutters, outlets, switches, and control centers. When viewing all equipment from the front, make connections so phase color sequence is in the same order as that for panelboards, etc. Control wiring must be of colors different from power wiring or be supplied with a trace of color in addition to the basic color of the insulation. In general, use same color throughout a given system for any signal or control wires performing the same function. The Contractor shall submit the control wiring color coding scheme he proposes for the Engineer's review. Install wire neatly in all enclosures. Bundle incoming wire and cables, No. 6 and smaller, in panels and variable frequency drives, tie at intervals not to exceed 6 inches, and neatly spread into trees and connect to their respective terminals. Bend or form wires in neat runs from conduits to terminals. Allow sufficient slack in cables for alterations in terminal connections. Perform lacing with plastic cable ties. Where plastic panel wiring duct is provided for cable runs, tying is not necessary when the cable is properly installed in the duct. Arrange wires so that they may be grouped by conduit or by function in the enclosure. Arrange wires to allow wire tags and numbers to be easily read without bending or flexing wiring. For cables crossing hinges, utilize extra flexible stranded wire, made up into groups not exceeding 12, and arranged so that they will be protected from chafing when the hinged member is moved. Terminate feeder circuits with compression indent barrel connectors with one- or two - hole spade lug ends. Terminate control wiring with indent, insulated spade connectors made especially for the wire size and terminal size on which they are installed and crimped with approved pliers or tool for the connector. AH splices made below grade in concrete pullboxes and in junction boxes located in specified areas shall be made with epoxy splice kits. Feeder and motor branch circuits shall be run in individual conduit. Where several circuits follow a common route, pullboxes or fittings shall be staggered, or if shown grouped in one box, each feeder shall be individually fireproofed. At each connection, except at motors, tag for phase rotation; at motors, tag for winding lead numbers. Make all phase rotation changes for motor direction changes at the motor to maintain correct color phase sequence in equipment. 371 Special Provisions General use branch circuits shall be installed as follows: In each enclosure or box where more than one ungrounded conductor is spliced or connected, tag for panelboard identification and pole number. Single phase branch circuits may be shown with separate home runs on the drawings. These home runs may be combined with a common neutral as permitted by code and when they are on adjacent poles of a panelboard. No more than three ungrounded conductors shall be permitted in one branch circuit conduit, unless otherwise shown. 8-31.3(5) Boxes, Wiring Devices, Control Stations, Etc. Symbols on the plans show approximate locations and care shall be taken to locate devices to coordinate with building and equipment installation. Boxes, cabinets, and enclosures in wet areas shall be surface mounted on channel iron stanchions or set with spacers on walls and shall be attached with clamps or feet (drilling or punching enclosure to mount through inside of box or enclosure is not permitted), and they shall have all conduit connections from below arranged to drain moisture away with suitable Crouse -Hinds EYD drains installed in the bottom. Boxes and cabinets with concentric knockouts shall have bonding jumpers and grounding bushings installed on 'conduit terminations. Where devices are grouped, provide gang boxes of one-piece construction. 8-31.3(6) Anchors, Supports, and Attachments Install attachments to structures or building surfaces in a manner that does not damage the structure or surface. Trim all excess length of studs, rods, or bolts. Provide stainless steel or nylon 'fasteners in all outdoor, wet, below grade, or any location exposed to the process. Support each raceway or device independently. Racking of conduit runs shall be permitted only with special permission of the Engineer. Provide cap nuts on all unprotected ends of threaded devices. Provide double jam nuts or lock plus cap nuts on all fixtures or equipment hangers. 8-31.3(7) Instrumentation Install and connect sensors, wiring, and raceway systems. Make all necessary adjustments to the systems and instruct the Contracting Agency's personnel in the proper operation of the systems. Test the control and instrumentation system as follows: Input analog signals to verify all instrument adjustments, operation, etc. Set zero and span on all devices to Engineer's initial values. Input contact devices to relays, annunciators, etc., to verify operation of control components. 372 Special Provisions Check, ring out, and verify all terminal connections per final drawings. 8-31.3(8) Control Panels 8-31.3(8)A Panel Component Installation Components mounted in the interior shall be fastened to an interior subpanel using machine screws plus adhesive to insure vibration -free attachment. No fastening devices shall project through the outer surfaces of the cabinet. Interior component mounting and wiring shall be grouped as much as possible by function and then by component type. Interiors shall be so arranged that control relays, terminal blocks, fuses, etc., can be replaced or added without disturbing adjacent components. Spare mounting space equal to at least 20 percent of each type of component shall be provided for all components in the system except those mounted on the panel front. This provision applies primarily to relays, gutter space, internal selector switches, fuses, and similar component. Space front mounted components 1-7/8 inches minimum between horizontal rows. Space vertical columns of components 1-1/2 inches minimum. Components shall be grouped and/or located as indicated on the Drawings. In general, all indicating lights, pushbuttons, etc., shall be mounted in accordance with the sequence of operation from left to right and top to bottom. Devices, including relays, timers, and terminal blocks, installed on the panel subplate shall be provided with a minimum spacing between the component and the wire duct of 1 inch. Minimum spacing between adjacent components shall be 1 inch. A minimum of 2 inches shall be provided between terminal strips and wireways or between terminal strips. Where terminal blocks are used for low energy resistance, current, or voltage circuits, they shall be physically separated from line voltage circuit or current transformer secondary circuits. Where multiple terminals are shown for a given wire number, additional terminals shall be provided and jumpered as necessary to provide terminal spaces for each individual outgoing wire. Terminals shall be mounted on a flat steel channel or strut that raises them to the level of the adjacent wire gutters (1 to 3 inches above the subplate). Terminal numbers shall correspond to those shown on the elementary wiring diagram. Provide space for a minimum of 10 percent additional terminals distributed at each group of terminals. 8-31.3(8)B Panel Wiring Run wiring within the panel in wiring duct neatly tied and bundled with tie wraps or similar materials. All wires to internal components shall be connected to the "inside" or panel side of the terminal strip. All wires to external components shall be connected to the 'outside" or field side of the terminal strip. Wires to enclosure door mounted components shall be considered as internal wires. No more than two wires shall be connected to any one control terminal point. 373 Special Provisions Wiring crossing hinged surfaces shall be an 18 -inch "U" shaped hinge loop of extra flexible wires secured at both ends. Wiring inside the panel shall be arranged to separate low voltage control signals of the milliamp-millivolt or other low energy type from inductive power circuits, and all panel wiring shall be effectively shielded and grounded to a panel common, which will be grounded by the electrical contractor in the field. Shielding of instrumentation circuits shall be connected to insulated terminals provided adjacent to the circuit terminals (i.e., 3 terminals for 4-20 mA analog circuits). In general, analog circuit shall be run directly from instrument to instrument without termination. Loop wiring connections to devices shall be made by joining two runs of cable at the device, terminating on conductor of each cable on the device and splicing the other conductors. 8-31.3(8)C Marking and Identification Wiring, which is an internal part of a device and is not connected to external terminal blocks, may be wired using the manufacturer's standard wire designations. Wire, which connects to external circuits, to terminal blocks, or other devices, which are connected to external circuits, shall be identified by the numbers shown on the elementary wiring diagrams. Every wire termination, including all jumpers, shall be identified with wire markers. Wire markers shall be installed over wire terminators or directly adjacent to them. Markers shall be arranged to permit reading of identification without the flexing or twisting of wires. Nameplates shall be installed plumb and parallel to the lines of doors or structure to which they are attached. Nameplates shall be attached to the sheet metal structure by a thin coat of adhesive and sheet metal screws. Adhesive and screw application shall be made in a manner to avoid buckling or distorting nameplates due to use of excessive adhesive or over tightening of screws. 8-31.3(9) Service The vendor shall provide follow-up visits at approximately 3 months, 6 months, and 12 months after the date of turn -on and substantial completion of the work. These visits shall provide a minimum of 2 hours further instruction, troubleshooting, discussion of problems, etc., with the Owner's representative. Any warranty or maintenance items that are routine within this period shall be performed at these times. In addition to this, the vendor shall provide a minimum of two emergency basis trips to the job site at no additional cost to the Contracting Agency during the warranty period. These visits, if unused within the first year of operation, shall be provided as second year follow-up visits for further instruction and/or troubleshooting of the system in the period following the initial year of operation at approximately 18 and 24 months time. 8-31.3(10) Pump Station Control Strategy The Lincoln Avenue Pump Station is located near intersection of Lincoln Avenue and Front Street. The pump station receives storm water runoff and groundwater infiltration that collects at the low point of the underpass along Lincoln Avenue. The collected storm water runoff and groundwater infiltration is conveyed via gravity to a wet well, where it is then pumped using submersible pumps to a presettling basin, which is 374 Special Provisions followed by a water quality pond and infiltration pond. Operation of the pumps is controlled based on water level in the wet well. 8-31.3(10)A Operations Philosophy Normally, control logic in the programmable logic controller (PLC) will be used to control operation of the pumps. However, the pumps can also be operated manually without the PLC using the pump panel. The pump station control panel will be located near the wet well in a weatherproof enclosure. 8-31.3(10)B Control Description The pump panel will have a Hand -Off -Auto (HOA) switch for each pump. HOA switches for all pumps will normally be in the "Auto" position, which allows pumps to be controlled by the PLC based on measured water level in the wet well. When an HOA switch is in the "Hand" position, the corresponding pump will run continuously, regardless of level in the wet well. When an HOA switch is in the "Off' .position, the corresponding pump will not run, regardless of level in the wet well. The wet well level measurement system will continuously report water level in the wet well, regardless of the pump operation mode. The pump station will have three pumps: two small pumps and one larger pump. All pumps will operate at constant speed. Pumping will normally be limited to the two small pumps, except that the Targe pump will operate during significant storm events when runoff exceeds the capacity of both small pumps. The two small pumps will alternate as lead and lag pumps. 8-31.3(10)B.1 "Auto" Control The PLC will not attempt to start any pump unless that pump's HOA switch is in the "Auto" position. In general, the PLC will designate the lead pump as the pump that is not the "Last Running Pump". The PLC shall call the lead small pump to run once the water level in the wet well has reached the high water level (HWL) set point. If the water level continues to rise and reaches the high -high water level (HHWL) set point, the lag small pump will be called to run, in addition to the lead small pump already running. If the 'water level reaches the high -high -high water level (HHHWL), the large pump will also be called to run, such that all three pumps are running. When the water level drops to the low water level (LWL), all operating pumps will be automatically stopped. After the pumps are stopped, the lead small pump becomes the lag small pump and the other small pump becomes the lead small pump. If the lead pump has been running continuously for longer than a set point duration, the lag pump will start, the lead pump will stop, and the lag pump will become the lead pump. 8-31.3(10)B.2 "Pump Fail" Alarm If the PLC calls a pump to start and run feedback from that pump is not received within a set time period, then a "Pump Fail" alarm is set in the PLC and is also made visible at the pump control panel. There will be separate indication for each pump at the pump control panel. This "Pump Fail" condition includes not only when a pump is first called to 375 Special Provisions run, but also if it is already running and then stops while the call to run is being asserted. Upon occurrence of a "Pump Fail" alarm, the PLC will remove the call to run for the lead pump and issue a call to run for the lag pump, if the lag pump is not already running. The "Pump Fail" alarm will remain until the alarm is reset, the pump's HOA is placed in "Hand" and the pump starts, or until the pump is called again. If the failed pump is called by the PLC and fails to start again, a new instance of the "Pump Fail" alarm will be set in the PLC. In addition to a failure to run, a "Pump Fail" alarm can also be set in the PLC when signals from the pump motor thermostats indicate high motor temperature, in which case the pump will be automatically stopped. If a pump leak detection switch indicates moisture penetrating the pump mechanical seal, an alarm will be set in the PLC, but the pump will not be stopped. 8-31.3(10)B.3 Backup Float Switches In the event there is a failure of the level transmitter and/or PLC, backup float switches hard wired to the pump motor starters and timer relays will control level in the wet well. When the backup high water level (BHWL-3) float is switched, the Pump #3 will start. Once the water level drops and the BHWL-3 float is deactivated, the pump will continue to run for the duration of the timer relay set point.. Once the timer relay set point is reached, the pump will stop. The timer relay shall have an adjustable set point with a default setting of 480 seconds. When the backup high -high water level (BHWL-2) float is switched, the Pump #2 will start. Once the water level drops and the BHWL-2 float is deactivated, the pump will continue to run for the duration of the timer relay set point. Once the timer relay set point is reached, the pump will stop. The timer relay shall have an adjustable set point with a default setting of 540 seconds. When the backup high -high -high water level (BHWL-1) float is switched, the Pump #1 will start. Once the water level drops and the BHWL-1 float is deactivated, the pump will continue to run for the duration of the timer relay set point. Once the timer relay set point is reached, the pump will stop. The timer relay shall have an adjustable set point with a default setting of 240 seconds. The timer relays for the float switches are to be one-shot off timers that will start the countdown on the first trigger and not restart the countdown on subsequent triggers until the initial countdown is complete. 8-31.3(10)B.4 High Level Alarm If the water level in the wet well reaches the BHWL-1 set point for an adjustable time period (default of 2 minutes), a high water level alarm is set in the PLC. If all pumps are not already running, the PLC will issue a call to run all pumps. 8-31.3(10)6.5 Level Transmitter Fail Alarm The PLC will monitor the analog level input signal to verify it is within the correct 4 to 20 mA operating range. If the analog signal goes below 3.8 mA or above 20.2 mA for 3 seconds a "Level Transmitter Fail" alarm is set by the PLC and the indication is given that pump station operation is via the backup float switches. 376 Special Provisions 8-31.3(10)8.6 Runtime The PLC will calculate runtime for all pumps. The user will be able to reset runtime in the PLC. 8-31.3(10)8.7 Flow Calculation The PLC will calculate and display estimated flow from the pumps at specified intervals using the change in wet well level over time. 8-31.3(10)B.8 Start Count The PLC will calculate the number of starts for each pump. The user will be able to reset the start count in the PLC. 8-31.3(10)B.9 Last Running Pump The PLC will record the last pump that was successfully called to run. 8-31.3(10)C PLC Input and Output Schedule Each Pump: Discrete Output: - Call to Stop (Auto) - Pump Fail Alarm - PLC Fail Alarm Analog Output: (None) Discrete Input: - Run Status - HOA in the AUTO Mode - HOA in the HAND Mode - Pump Overload - Leak Detection - High Motor Temperature - Backup High Water Level Analog Input: (None) Wet Well: Discrete Output: - High Level Alarm - Call Pump 3 to Run (BHWL-3 Float) - CaII Pump 2 to Run (BHWL-2 Float) - Call Pump 1 to Run (BHWL-1 Float) - PLC Fail Alarm - Level Transmitter Fail Alarm Analog Output: (None) Discrete Input: - BHWL-3 Float Switch Contact (Pump 3) - BHWL-2 Float Switch Contact (Pump 2) - BHWL-1 Float Switch Contact (Pump 1) Analog Input: - Level Indication 377 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Power: Discrete Output: (None) Analog Output: (None) Discrete Input: - ATS connected to utility - ATS connected to utility - ATS utility source No. 1 - ATS utility source No. 2 - Power available - TVSS status Analog Input: (None) source No. 1 source No. 2 Available Available 8-31.3(10)D Water Level Set Points Tag Name Function Elevation (feet) BHWL-1 (Backup Float) Backup High -High -High Water Level Run Pump #1, High Level Alarm (if level does not drop after set time period) 1,046 BHWL-2 (Backup Float) Backup High -High Water Level Run Pump #2, High Level Alarm (if level does not drop after set time period) 1,045 BHWL-3 (Backup Float) Backup High Water Level Run Pump #3, High Level Alarm (if level does not drop after set time period) 1,044 HHHWL Set Point High -High -High Water Level Start Large Pump 1,043 HHWL Set Point High -High Water Level Start Lag Small Pump 1,041 HWL Set Point High Water Level Start Lead Small Pump 1,039 LWL Set Point Low Water Level Stop All Pumps 1,035 8-31.4 Measurement No specific unit of measurement shall apply to the lump sum items listed below: • Pump Station Electrical • Telemetry. 8-31.5 Payment "Pump Station Electrical" per lump sum includes furnishing and installing in good working order, the control panel, transfer switch, reinforced concrete and reinforcing steel, new service connection including conduits, wiring, level sensor, float switch, 378 Special Provisions testing, and including, all necessary excavation, backfill, bedding, and other work, all as specified herein and as further shown on the Drawings. "Telemetry" per lump sum, includes: furnishing and installing, in good working order, the telemetry, contacts, annunciators, conduit, wiring, testing, appurtenances, and other work, all as specified herein and as further shown on the Drawings. The items of work detailed in this special provision and Special Provision Sections 6-21 and 7-20 are intended to cover the complete installation of a system for transferring water from catch basin 4 on sheet C-25 to the presettling basin and infiltration pond. Any incidental items of work not specifically covered in Special Provision Sections 6-21, 7-20, and 8-31 shall be included in the item of work for piping, valves, and accessories of Section 7-20. (******) 8-32 FIELD OFFICE BUILDING 8-32.1 Description This work shall consist of furnishing and setting up a temporary office building for the sole use of the Contracting Agency. 8-32.3 Construction Requirements The building shall be set up, at the location designated by the Engineer, within the first ten (10) working days, unless the Engineer has approved a different schedule. The building shall be weather -tight, installed plumb and level, and provided with the following as a minimum: 1. 400 square feet of floor space, including two offices separated from a conference area. 2. Above ground floor 3. Heat and air conditioning 4. Electric lights 5. Telephone 6. Adequate windows 7. 6 square feet of shelving 8. Plan table: 3 feet 6 inches deep by 6 feet wide by 3 feet 3 inches high 9. Drafting stool 10. Conference table: 4 feet by 10 feet 11. Ten chairs 12.4 desks and chairs 13. Cylinder door lock and six keys 14. Sanitary facilities (unless existing facilities are available) 15. High speed Internet The building shall remain the property of the Contractor and removed from the site upon physical completion of the contract, or when designated by the Engineer. 379 Special Provisions 1 1 t 1 1 11 ti 1 1 1 1 1 1 1 1 1 8-32.4 Measurement No specific unit of measure will apply to the lump sum bid item for field office building. 8-32.5 Payment "Field Office Building", lump sum. The unit Contract price shall be full pay for furnishing, installing, maintaining, and removing the facility, including all costs associated with all required utility hookups and disconnects, and monthly utility charges for all utilities including telephone and high speed Internet. The monthly telephone costs will be paid by the Contracting Agency. (******) 8-33 PUBLIC RELATIONS RESPONSIBILITIES 8-33.1 Description This work shall consist of furnishing personnel, materials, and equipment to support the City's public involvement/information campaign intended to minimize the disruptions to local businesses, residents, and commuters that may result from the project. 8-33.3 Construction Requirements The contractor shall participate in community relations efforts during construction. The Contractor's specific responsibilities shall be as defined below: 1. The Contractor shall identify a lead public spokesperson to attend a minimum of one (2 -hour each) meeting per month with local business representatives and City staff. These meetings would be in addition to regular progress meetings with City project staff. 2. The Contractor spokesperson shall participate in up to three project -related events on site at key milestones including the start and completion of construction. This may include speaking to the media and other politicians and dignitaries. 3. The Contractor shall identify a key project person on site to establish and maintain direct relationships with affected businesses within or proximate to the construction work zone. This person would work with the City's construction management staff to identify and prevent or correct problems affecting local businesses. 4. Subject to safe workplace requirements, the Contractor shall cooperate with the City's construction management staff to allow periodic VIP and media tours of the work zone. 5. Beyond what is already included in the Plans, the Contractor shall provide special construction zone signing to guide customers/clients to local businesses. The City will provide the sign wording. This will require one -dozen all-weather signs up to 4X4 feet in size for placement as needed. 380 Special Provisions 8-33.4 Measurement No specific unit of measurement shall apply to the lump sum item of contractor public involvement/information support. 8-33.5 Payment Payment will be made in accordance with Section 1-04.1, for the following Bid item when it is included in the Proposal: "Contractor Public Involvement/Information Support", lump sum. The lump sum contract price for "Contractor Public Involvement/Information Support" shall be full pay for all costs associated with meeting the Contractor Responsibilities listed in this Section. 381 Special Provisions DIVISION 9 MATERIALS 9-03 AGGREGATES Aggregates for Hot Mix Asphalt (January 5, 2004) HMA Test Requirements Section 9-03.8(2) is supplemented with the following: ESALs The number of ESALs for the design and acceptance of the HMA shall be 20 million. 9-28 SIGNING MATERIALS AND FABRICATION April 7, 2008 Sign Support Structures Section 9-28.14 is supplemented with the following: Manufacturers for Steel Sign Supports The Standard Plans lists several steel sign support types. These supports are patented devices and many are sole -source. All of the sign support types listed below are acceptable when shown in the plans. Steel Sign Support Type Type TP -A & TP -B Type PL, PL -T & PL -U Type AS Type AP Type ST 1, ST 2, ST 3, & ST 4 Type SB -1, SB -2, & SB -3 Manufacturer Transpo Industries, Inc. Northwest Pipe Co. Transpo Industries, Inc. Transpo Industries, Inc. Ultimate Highway Products, Allied Tube & Conduit, Inc., Northwest Pipe, Inc. Ultimate Highway Products, Xcessories Squared Development and Manufacturing Incorporated„ Northwest Pipe, Inc. 9-29 ILLUMINATION, SIGNAL, ELECTRICAL Conduit Section 9-29.1 is supplemented with the following: (NWR May 1, 2006) Cabinet Conduit Sealing Mechanical plugs for cabinet conduit sealing shall be one of the following: 1. Tyco Electronics - TDUX 2. Jackmoon — Triplex Duct Plugs 382 Special Provisions 3. O -Z Gedney — Conduit Sealing Bushings Installation shall conform to the manufacturer's recommendations. The mechanical plug shall withstand a minimum of 5 psi of pressure. (NWR February 26, 2007) Junction Boxes Cover Markings Section 9-29.2(4) is supplemented with the following: Junction boxes shall not be marked when the junction boxes are to be installed as part of a future raceway system in a bridge structure, vehicle barrier, pedestrian barrier, or roadway crossing and the future raceway system is not connected to an illumination, signal, interconnect, or ITS raceway system. Conductors, Cable Section 9-29.3.is supplemented with the following: (NWR May 1, 2006) Video Detection Cable Coaxial cable or combination (composite/Siamese) cable for video detection shall be RG59/U with a manufacturer's rating of 600 Volts (Non UL - manufacturer's voltage rating of the insulation is acceptable). Combination cable shall be in accordance with the video detection system manufacturer's recommendations for the length of cable required. Light And Signal Standards (NWR May 1, 2006) Steel Light and Signal Standards Section 9-29.6(1) is supplemented with the following: Galvanized steel Tight and signal standards shall not be painted. (April 3, 2006) Light Standards with Type 1 Luminaire Arms Lighting standards shall be fabricated in conformance with the methods and materials specified on the pre -approved plans listed below, provided the following requirements have been satisfied: (a) Mounting heights shall be as specified in the Plans. (b) Light source to pole base distances (H1) shall be determined or verified by the Engineer prior to fabrication. Fabrication tolerance shall be 6 inches. 383 Special Provisions (c) All other requirements of the Special Provisions have been satisfied. Pre -Approved Plan Fabricator Mounting Hgt. Drawing No. DB00654 Rev. A Valmont Ind. Inc. 30', 40' & 50' Sheets 1, 2 & 3 Drawing No. W3721-1 Rev. E & W3721-2 Rev. A Ameron Pole Prod. Div. Drawing No. NWS 3510 Rev. Northwest Signal 4-6-04 or NWS 3510B Rev. Supply Inc. 4-6-04 Drawing WS -SL -01 Drawing 71035-B39 Rev. 2 Sheets 1 & 2 Drawing 71035-B38 Rev. 2 Sheets 1 & 2 Drawing No. WSDOT-LP-01 Rev. 2, Sheets 1 and 2 or WSDOT - LP -01 -BE Rev 0 Sheets 1 and 2 or WSDOT - LP-01-C8B Rev 0 American Pole Structures, Inc. Union Metal Corp. Union Metal Corp. 40' & 50' 25', 30', 35', 40', 45' & 50' 25', 30', 35', 40', 45', 50' 40' 50' West Coast 25', 30', 35', 40', Engineering 45', and 50' Group (April 2, 2007) Traffic Signal Standards Traffic signal standards shall be furnished and installed in accordance with the methods and materials noted in the applicable Standard Plans, pre -approved plans, or special design plans. All welds shall comply with the latest AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals. Welding inspection shall comply with Section 6-03.3(25)A Welding Inspection. Hardened washers shall be used with all signal arm connecting bolts instead of lockwashers. All signal arm AASHTO M 164 connecting bolts shall be tightened to 40 percent of proof load. 384 Special Provisions Traffic signal standard types and applicable characteristics are as follows: Type PPB Pedestrian push button posts shall conform to Standard Plan J -7a or to one of the following pre -approved plans: Fabricator Drawing No. Northwest Signal NWS 3530 or NWS 3530B Supply Inc. Valmont Ind. Inc. DB00655 Rev. B Ameron Pole M3723 Rev. E Prod. Div. Union Metal Corp. TA -10035 Rev. 3 West Coast Engineering Group WSDOT-PP-01 Rev. 0 Type PS Pedestrian signal standards shall conform to Standard Plan J -7a or to one of the following pre -approved plans: Fabricator Drawing No. Northwest Signal NWS 3530 or NWS 3530B Supply Inc. Valmont Ind. Inc. DB00655 Rev. B Ameron Pole M3723 Rev. E or W3539 Rev. A Prod. Div. Union Metal Corp. TA -10025 Rev. 13 West Coast Engineering Group WSDOT-PP-02 Rev. 0 Type I Type I vehicle signal standards shall conform to Standard Plan J -7a or to one of the following pre -approved plans: Fabricator Drawing No. Northwest Signal NWS 3530 or NWS 3530B Supply Inc. Valmont Ind. Inc. Ameron Pole Prod. Div Union Metal Corp. West Coast Engineering Group 385 DB00655 Rev. B M3723 Rev. E or W3539 Rev. A TA -10025 Rev. 11 WSDOT-PP-02 Rev. 0 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type FB Type FB flashing beacon standard shall conform to Standard Plan J -7a or the following pre -approved plan: Type RM Type CCTV Type II Fabricator Drawing No. Union Metal Corp 50200-B58 Rev. 3 Valmont Ind. Inc. DB00655 Rev. B Ameron Pole Prod. Div. W3539 Rev. B Northwest Signal NWS 3535 or NWS 3535B Supply, Inc. Type RM ramp meter standard shall conform to Standard Plan J -7a or the following pre -approved plan: Fabricator Drawing No. Union Metal Corp 50200-B58 Rev. 3 Valmont Ind. Inc. DB00655 Rev. B Ameron Pole W3539 Rev. A Prod. Div. Northwest Signal NWS 3535 or NWS 3535B Supply, Inc. Fabricator Drawing No. Valmont Industries, Inc. DB 00759 Rev. E Characteristics: Luminaire mounting height Luminaire arms Luminaire arm length Signal arms N.A. N.A. N.A. One Only Type II standards shall conform to one of the following pre - approved plans, provided all other requirements noted herein have been satisfied. Maximum (x) (y) (z) signal arm loadings in cubic feet are noted after fabricator. Signal Arm Length (max) Fabricator -(x) (y) (z) 65 ft. Valmont Ind. Inc. -(2894) 65 ft. Union Metal Corp. (2900) Drawing No. DB00625-Rev. E, Shts. 1, 2 & 3 71026-886 Rev. 4 shts. 1, 2, & 3 386 Special Provisions 65 ft. Ameron Pole -(2900) Prod. Div. 65 ft. Northwest Signal -(2802) Supply Inc. 45 ft. American Pole(1875) Structures, Inc. 65 ft. American Pole (2913) Structures, Inc. Type III Characteristics: Luminaire mounting height Luminaire arms Luminaire arm type Luminaire arm length (max.) Signal arms W3724-1 Rev. E & W3724-2 Rev. D NWS 3500 Rev. 10/14/03 or NWS 3500B Rev. 10/14/03 WS -T2 -L Rev. 1 WS -T2 -H Rev. 1 30 ft., 35 ft., 40 ft., or 50 ft. One Only Type 1 16 ft. One Only Type III standards shall conform to one of the following pre - approved plans, provided all other requirements noted herein have been satisfied. Maximum (x) (y) (z) signal arm loadings in cubic feet are noted after fabricator. Signal Arm Length (max) Fabricator -(x) (y) (z) Drawing No. 65 ft. Valmont Ind. Inc. -(2947) 65 ft. Union Metal Corp. (2900) 65 ft. Ameron Pole -(2900) Prod. Div. 65 ft. Northwest Signal -(2802) Supply Inc. 45 ft. American Pole (1875) Structures, Inc. 65 ft. American Pole (2913) Structures, Inc. 387 DB00625-Rev. E, Shts. 1, 2 & 3 and "J" luminaire arm 71026-B87 Rev. 4 Shts. 1, 2 & 3 W3724-1 Rev. E & W3724-2 Rev. D and "J" luminaire arm NWS 3500 Rev. 10/14/03 or NWS 3500B Rev. 10/14/03 WS-T3J-L, Rev. 1, Shts. 1 & 2 WS-T3J-H Rev. 1, Shts. 1 & 2 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type IV Type IV strain pole standards shall be consistent with details in the plans and Standard Plan J -7c or one of the following pre -approved plans: Fabricator Northwest Signal Supply Inc. Valmont Ind. Inc. Ameron Pole Prod. Div. Union Metal Corp. American Pole Structures, Inc. West Coast Engineering Group Drawing No. NWS 3520 or NWS 3520B, 5000-4 M3650 Rev. A EA -10224 Rev. 8 9000-12-037 Rev. A WSDOT-TS-01 Rev. 0 Sheets 1, 2, and 3 Type V Type V combination strain pole and lighting standards shall be consistent with details in the plans and Standard Plan J - 7c or one of the following pre -approved plans: Fabricator Northwest Signal Supply Inc. Valmont Ind. Inc. Ameron Pole Prod. Div. Union Metal Corp. American Pole Structures, Inc. West Coast Engineering Group Drawing No. NWS 3520 or NWS.3520B 5000-4 M3650 Rev. A EA -10225, Rev. 8 Shts. 1 & 2 9020-12-007 Rev. B WSDOT-TS-01 Rev. 0 Sheets 1, 2, and 3 The luminaire arm shall be Type 1, 16 foot maximum and the luminaire mounting height shall be 40 feet or 50 feet as noted in the plans. Type SD Type SD standards require special design. All special design shallbe based on the latest AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals and pre -approved plans and as follows: 388 Special Provisions 1. A 90 mph wind loading shall be used. 2. The Design Life and Recurrence Interval shall be 50 years for luminaire support structures exceeding 50 feet in height, and 25 years for all other luminaire support structures. 3. Fatigue design shall conform to AASHTO Section 11, Table 11-1 using fatigue category III. Complete calculations for structural design, including anchor bolt details, shall be prepared by a Professional Engineer, licensed under Title 18 RCW, State of Washington, in the branch of Civil or Structural Engineering or by an individual holding valid registration in another state as a civil or structural Engineer. All shop drawings and the cover page of all calculation submittals shall carry the Professional Engineer's original signature, date of signature, original seal, registration number, and date of expiration. The cover page shall include the contract number, contract title, and sequential index to calculation page numbers. Two copies of the associated design calculations shall be submitted for approval along with shop drawings. Details for handholes and luminaire arm connections are available from the Bridges and Structures Office. Foundations for various types of standards shall be as follows: Type PPB As noted on Standard Plan J -7a. Type PS As noted on Standard Plan J -7a. Type I As noted on Standard Plan J -7a. Type FB As noted on Standard Plan J -7a Type RM As noted on Standard Plan J -7a Type CCTV As noted in the Plans. Type II As noted in the Plans. Type III As noted in the Plans. Type IV As noted in the Plans and Standard Plan J -7c. Type V As noted in the Plans and Standard Plan J -7c. Type SD As noted in the Plans. (NWR May 1, 2006) Luminaires Section 9-29.10 is supplemented with the following: Conventional highway luminaires shall be high-pressure sodium Type III medium cut-off. 389 Special Provisions (NWR May 1, 2006) Underdeck and Wall Mount Luminaires Section 9-29.10(4) is supplemented with the following: Underdeck fixtures shall be wall mountable and shall be hose -down rated with a gasket between the doorframe and ballast housings and between the doorframe and lens. Housing shall be low copper alloy cast aluminum with gray paint finish. The luminaires down light efficiency shall be no less than 64% of Tamp output, with peak candle power occurring at 65 to 70 degrees, using a heavy borosilicate prismatic glass Tens with 180 degree beam spread. Lamps shall have HPF ballasts, per requirements of Section 9-29.9. Lamps shall be high-pressure sodium,with mogul base socket. Lens shall be vandal resistant. The luminaires shall have wire protective guards on the lenses. Fusing shall be provided for all conductors above ground potential. Electrical Splice Materials Section 9-29.12 is supplemented with the following: (NWR April 19, 1995) Aerial Splice Enclosures Aerial splice enclosures shall meet the requirements of REA specification PE - 52 and GTE Automatic Electric Specification GTS -8514. Aerial splice enclosures shall be re -enterable and resealable without requiring special tools or equipment. Conductor connections shall be sealed, moisture resistant telephone type connectors approved for outside use. The cable shields shall be bonded using an approved low resistance shield connector. Traffic Signal Controllers Emergency Preemption Section 9-29.13(3) is supplemented with the following: (NWR May 1, 2006) Emergency Preemption Logic - NEMA The traffic signal controller shall have the capability of preempting normal traffic signal operation. The preemption logic shall be an internal software function of the traffic signal controller. The preemption system shall include the additional functions: When a preemption call is registered for the phase or phases the controller is presently serving, the controller shall remain in that phase until this call is dropped. During any preemption phase, "Don't Walk" or "Hand Symbol" shall be displayed on all pedestrian heads. 390 Special Provisions (NWR June 7, 2004) Preemption: The system shall be capable of preempting the controller to the phases shown in the Plans when a signal is received from the field detector. Pre-emption equipment shall be either Opticom or Tomar. Opticom If Opticom pre-emption equipment is used, the Contractor shall furnish and install the following: 1. Pre-emption detectors shall be 3M Opticom Model 711. 2. Discriminators shall be four -channel model 454 units. One is required at each controller. In addition, where auxiliary Opticom pre-emption is used, the Contractor shall furnish and install the following: 3. A 757 auxiliary optical detector wiring harness where more than one detector is called for per channel. 4. A twelve position terminal block of the barrier type rated for 20A at 600 volts RMS minimum and meeting the requirements of Chapter 11 of the Type 170 Hardware Specification, FHWA IP -78-16 as currently amended. Tomar Tomar equipment is allowed provided that it is able to receive and respond to Opticom emitter signals. If Tomar equipment is used, the Contractor shall furnish and install the following: 1. Pre-emption detectors shall be Tomar Model 2090 -SD complete with mount and mounting hardware. 2. Discriminators shall be Tomar Model 2080 four -channel units. One is required per controller. 3. The Contractor shall make all initial range adjustments. 4. The pre-emption function operation tests shall be performed using an Opticom emitter. (NWR November 16, 1995) Emergency Preemption Hardwire: Emergency preemption hardwire equipment installed by this contract shall activate the Emergency Preemption Logic in the traffic signal controller when a signal is received from a dry contact closure. 391 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The contact closure shall be activated by a 120 -volt input that is isolated from all controller circuitry. The equipment used to provide the contact closure shall be housed in a separate enclosure located within the controller cabinet. (NWR March 8, 2004) Vehicular Signal Heads Section 9-29.16 is supplemented with the following: Covering Material Signal head covering material shall consist of 4 mil minimum thickness black polyethylene sheeting. Backplates Backplates shall be constructed of vented flat black anodized aluminum and shall be mounted with stainless steel hardware. (NWR March 8, 2000) Fiber Optic Signal Head A 12 -inch fiber optic signal section capable of alternately displaying a yellow arrow and a green arrow shall be furnished and installed where specified in the Plans. (NWR March 8, 2004) Optical Units Section 9-29.16(2)A is supplemented with the following: All traffic signal displays shall be the Light Emitting Diode (LED) type and shall be from one of the following manufacturers: Dialight Corporation 1913 Atlantic Avenue Manasquan, NJ 08736 Telephone: (732) 223-9400 Fax: (732) 223-8788 GELcore, LLC 6810 Halle Drive Valley View, OH 44125 Telephone: (216) 606-6555 Fax: (216) 606-6556 Precision Solar Controls, Inc. 2960 Market Street Garland, TX 75041 Telephone: (972) 278-0553 Fax: (972) 271-9583 Each LED signal module shall be designed to be installed in the door frame of a standard traffic signal housing. The lamp socket, reflector holder and lens used with an incandescent lamp shall not be used in a 392 Special Provisions signal section in which a LED signal module is installed. The installation of an LED signal module shall not require any modification to the housing. The LED signal module shall be a single, self-contained device, not requiring onsite assembly for installation into an existing traffic signal housing. All red and yellow LED signal modules shall be manufactured with a matrix of AIInGaP LED light sources and green LED signal modules shall be manufactures with a matrix of InGaN LED Tight sources. The LED traffic signal module shall be operationally compatible with controllers and conflict monitors on this project. The LED Tamp unit shall contain a disconnect that will show an open switch to the conflict monitor when less than 60% of the LEDs in the unit are operational. Each LED module shall conform to the current standards in Institute of Transportation Engineers (ITE) VTCSH Part 2 and a Certificate of Compliance with these standards shall be submitted by the manufacturer for each type of signal head. The certificate shall state that the lot of signal heads meets the current ITE specification. A label shall be placed on each LED signal module certifying conformance to this specification. The manufacturer's name, trademark, serial number and other necessary identification shall be permanently marked on the backside of the LED signal module. LED signal modules used on this project shall be from the same manufacturer. A label shall be provided on the LED housing and the Contractor shall mark the label with a permanent marker to note the installation date. The manufacturer shall provide a written warranty against defects in materials and workmanship for the LED signal modules for a period of 60 months after the installation of the modules. All warranty documentation shall be given to the Engineer prior to installation. (NWR September 16, 2002) Pedestrian Push Buttons Section 9-29.19 is supplemented with the following: The assembly shall be constructed so that it will be impossible to receive an electrical shock under any weather conditions. Pedestrian Signals Section 9-29.20 is supplemented with the following: (NWR May 1, 2006) LED Pedestrian Signal All pedestrian signal displays shall be the Light Emitting Diode (LED) type. (NWR May 1, 2006) LED Pedestrian Displays Section 9-29.20(1) is supplemented with the following: 393 Special Provisions LED Pedestrian Signal Display Modules Each LED pedestrian signal module shall be designed as retrofit replacements for optical units in a standard pedestrian signal housing and shall not require special tools for installation. The installation of an LED pedestrian module shall not require any modification to the housing. Each LED pedestrian module shall be a single, self-contained device, not requiring any on-site assembly for installation into any pedestrian signal housing. The power supply for the LED pedestrian module may be packaged as a separate module. All pedestrian "HAND" modules shall be Portland Orange and shall conform to current ITE standards for size, chromaticity and intensity. LED pedestrian "HAND" modules shall be manufactured with a matrix of AIInGaP LED light sources. All pedestrian walking "MAN" modules shall be Lunar White and shall conform to current ITE standards for size, chromaticity and intensity. LED pedestrian walking "MAN" modules shall be manufactured with a matrix of InGaN LED light sources. The "HAND" and walking "MAN" message bearing surfaces shall be filled, not outline, symbols. The LED pedestrian modules shall be operationally compatible with controllers and conflict monitors on this project. Each LED pedestrian module shall be protected against dust and moisture intrusion in accordance with the NEMA Moisture Resistant STD 250-1991 for Type 4 enclosures to protect all internal components. The assembly, manufacturing, and mounting of the LED pedestrian module shall be designed to assure all internal LED and electronic components are adequately supported to withstand mechanical shock and vibration from high winds and other sources. The manufacturer's name, trademark, serial number and other necessary identification shall be permanently marked on the backside of the LED pedestrian module. A label shall be provided on the LED housing and the Contractor shall mark the label with a permanent marker to note the installation date. Each LED pedestrian module shall operate at 60±3 Hz. Nominal operating voltage for all measurements shall be 120±3 volts rms. The LED circuitry shall prevent flicker at Tess than 100 Hz over the voltage range specified above. Fluctuations in the line voltage specified above shall not affect luminous intensity by more than ±10%. The signal module on -board circuitry shall include voltage surge protection to withstand high -repetition noise transients and low -repetition high-energy transients as stated in Section 2.1.6, NEMA Standard TS -2, 1992. The individual LED light sources shall be wired so that catastrophic failure of any one LED light source will result in the loss of not more than 20% of the signal module light sources. LED pedestrian signal modules shall provide a power factor of 0.90 or greater when operated at nominal operating voltage, and 77°C. Total harmonic distortion induced into an AC power line by an LED pedestrian module shall not exceed 20%. Each LED pedestrian module and associated onboard circuitry shall meet Federal Communications Commission (FCC) Title 47, SubPartB, Section 15 regulations concerning the emission of electrical noise. Two secured, color coded, 600V, 20AWG minimum, jacketed wires, conforming to the National Electrical Code, rated for service at 221 °C, shall be provided for electrical connection. 394 Special Provisions (NWR May 1, 2006) Service Cabinets Section 9-29.24 is supplemented with the following: Service cabinets shall be fabricated from 0.125 inch sheet aluminum (5052 alloy) with mill finish. The aluminum shall not be anodized and the exterior shall not be painted. A spring-loaded construction core lock capable of accepting a Best 6 -pin CX series core installed by others shall be installed on all doors accessing WSDOT equipment. A green construction core shall be installed at each core lock. Upon contract completion two master keys, for each cabinet, shall be delivered to the Engineer. Cabinet doors shall be four -hinged with a two -position door stop assembly and a three point latch. A three -position terminal block shall be installed between the main electrical service panel and the photocell assembly base. The cabinet bonding connection shall be a welded plate with stainless steel hardware, Belleville washers, cu/al lug, and antioxidant compound. The bolt shall be torqued to fully compress the Belleville washers. Steel conduit penetrating the cabinet shall have a grounding bushing and shall be bonded to the system ground. 395 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDICES (July 12, 1999) The following appendices are attached and made a part of this contract: APPENDIX A: Existing Utility As -built drawings, Sheets 4, 5, 9, 10, 11, 12. (These are the relevant as -built drawings from utility relocations done in Phase 1 of this project in 2007. These plans are for reference only and not for construction. Inclusion of these plans does not relieve the Contractor of any and all other contractual requirements for locating and protecting existing utilities). APPENDIX B: Well Water Depth History APPENDIX C: Exhibit "C-1": Agreement Between BNSF Railway Company and the Contractor APPENDIX D: Geotechnical Engineering Report, July 2001, Fig. 4 and 5; Appendix A; Appendix B. APPENDIX E: Test Pit Excavation Results, July 2004, Fig. 2 through Fig. 9. APPENDIX F: Results of Becker Hammer Soil Borings, February 2008, Fig. 1 through Fig. 8. APPENDIX G: Modified Phase 1 Environmental Site Assessment, September 2005, Tables 3, 4, and 5, Fig. 2, and Appendix D APPENDIX H: Former Lincoln Avenue Car Wash Asbestos Survey, April 2008, Figure 2, Table — Material Sampled and Analytical Results, and Appendix C APPENDIX I: Groundwater Monitoring Results, Former ARCO Station, May 2008, Tables 1 and 2, Figure 1, and Lab Results APPENDIX J: Responsible Bidder Determination Form (To be completed and submitted to the City by at least the two apparent low bidders within 24 hours after bid opening). APPENDIX K: BNSF Railway Application for Private Crossing APPENDIX L: Prevailing Wage Rates APPENDIX M: WSDOT Standard Plans — Section K Plans 396 Special Provisions 1 STANDARD PLANS August 3, 2009 The State of Washington Standard Plans for Road, Bridge and Municipal Construction M21-01 transmitted under Publications Transmittal No. PT 09-013, effective August 3, 2009 is made a part of this contract. The Standard Plans are revised as follows: All Standard Plans All references in the Standard Plans to "Asphalt Concrete Pavement" shall be revised to read "Hot Mix Asphalt". All references in the Standard Plans to the abbreviation "ACP" shall be revised to read "HMA". B-10.20 and B10.40 Substitute "step" in lieu of "handhold" on plan C-1 a In the TYPE 10 WOOD POST ASSEMBLY, delete callout — NESTED THRIE BEAM In the TYPE 11 WOOD POST ASSEMBLY, THE 18" button head bolt is revised to 25" C -lb In the ANCHOR POST ASSEMBLY, the above ground 7 1/2" long bolt connecting the Wood Breakaway Post to the Foundation Tube is revised to 10" long. C-3, C -3B, C -3C Note 1 is revised as follows: replace reference F -2b with F-10.42 C-5 In the A CONNECTION, "Type 3 transition pay limit" is revised to "transition pay limit". C-10 (sheet 2 of 2) COVER PLATE DETAIL, dimension of the 1" dia. holes, changes from 8" to 3" F-10.20 GENERAL NOTE Revise as follows: Replace reference to F-3 with F-30.10 F-40.12 through F-40.18 The following note is added to these five plans: Note 7. To the maximum extent feasible, the ramp cross slope shall not exceed 2%. G-24.40 - Existing callout - CORNER BOLT (TYP.) New callout - CORNER BOLT OR SHOULDER BOLT (TYP.) 397 Special Provisions 1 1 1 1 1 1 1 1 1 1 1 1 1 J-28.40 Add to the end of Note 4. DO NOT OVERTIGHTEN. After State Inspection, Burr threads to prevent nut rotation. J-40.10, Section A replace 3" MIN. with 3" MAX. K-80.30 In the NARROW BASE, END view, the reference to Std. Plan C -8e is revised to Std. Plan K-80.35 L-20.10, Sheet 1 Delete all references to tension cable and substitute tension wire. Add knuckled selvage is required on the top edge of the fence fabric. L-20.10, Sheet 2 Delete all references to tension cable and substitute tension wire. All rope thimbles, wire rope clips and seizing are not required. L-30.10, Sheet 1 Delete all references to tension cable and substitute tension wire. L-30.10, Sheet 2 Delete all references to tension cable and substitute tension wire. All rope thimbles, wire rope clips and seizing are not required. M-1.60 COLLECTOR DISTRIBUTOR ROAD OFF- CONNECTION, taper dimensions of 225' MIN. is changed to 300' MIN. M-20.30 LEFT EDGE OF LANE PLACEMENT DETAIL Dimension 4" replaced with 1" 398 Special Provisions The following are the Standard Plan numbers applicable at the time this project was advertised. The date shown with each plan number is the publication approval date shown in the lower right-hand corner of that plan. Standard Plans showing different dates shall not be used in this contract. A-10.10-00 A-10.20-00 A-10.30-00 A-20.10-00 A-30.10-00 A-30.15-00 8/07/07 A-30.30-00 11/08/07 A-50.20-00.....11 /17/08 10/05/07 A-30.35-00 10/12/07 A-50.30-00.....11 /17/08 10/05/07 A-40.10-00 10/05/07 A-50.40-00.....11 /17/08 8/31/07 A-40.20-00 9/20/07 A-60.10-00 10/05/07 11/08/07 A-40.50-00 11/08/07 A-60.20-00 10/05/07 11/08/07 A-50.10-00 11/17/08 A-60.30-00 11/08/07 A-60.40-00 8/31/07 B-5.20-00 6/01/06 B-30.50-00 6/01/06 B-75.20-01 6/10/08 B-5.40-00 6/01/06 B-30.70-01 8/31/07 B-75.50-01 6/10/08 B-5.60-00 6/01/06 B-30.80-00 6/08/06 B-75.60-00 6/08/06 B-10.20-00 6/01/06 B-30.90-01 9/20/07 B-80.20-00 6/08/06 B-10.40-00 6/01/06 B-35.20-00 6/08/06 B-80.40-00 6/01/06 B-10.60-0 6/08/06 B-35.40-00 6/08/06 B-82.20-00 6/01/06 B-15.20-00 6/01/06 B-40.20-00 6/01/06 B-85.10-01 6/10/08 B-15.40-00 6/01/06 B-40.40-00 6/01/06 B-85.20-00 6/01/06 B-15.60-00 6/01/06 B-45.20-00 6/01/06 B-85.30-00 6/01/06 B-20.20-1 11/21/06 B-45.40-00 6/01/06 B-85.40-00 6/08/06 B-20.40-2 6/10/08 B-50.20-00 6/01/06 B-85.50-01 6/10/08 B-20.60-02 6/10/08 B-55.20-00 6/01/06 B-90.10-00 6/08/06 B-25.20-00 6/08/06 B-60.20-00 6/08/06 B-90.20-00 6/08/06 B-25.60-00 6/01/06 B-60.40-00 6/01/06 8-90.30-00 6/08/06 B-30.10-0 6/08/06 B-65.20-00 6/01/06 B-90.40-00 6/08/06 B-30.20-01 11/21/06 B-65.40-00 6/01/06 B-90.50-00 6/08/06 B-30.30-0 6/01/06 B-70.20-00 6/01/06 B-95.20-01 2/03/09 B-30.40-0 6/01/06 B-70.60-00 6/01/06 B-95.40-00 6/08/06 C-1 2/10/09 C -4e 2/20/03 C -14i 2/10/09 C- 1 a 2/10/09 C -4f 6/30/04 C-14] 12/02/03 C- lb 10/31/03 C-5 10/31/03 C -14k 2/10/09 C-1 c 5/30/97 C-6 5/30/97 C -15a 7/3/08 C-1 d 10/31/03 C -6a 3/14/97 C -15b 7/3/08 C-... ,, 1/06/00 C -6c 1/06/00 C -6a 11/08/05 C -2a 6/21/06 C -6d 5/30/97 C -6b 11/08/05 C -2b 6/21/06 C -6f 7/25/97 C-20.14-00 2/06/07 C -2c 6/21/06 C-7 10/31/03 C-20.40-00 2/06/07 C -d 6/21/06 C -7a 10/31/03 C-20.42-00 2/03/09 C -e 6/21/06 C-8 2/10/09 C-22.14-00 2/03/09 C -2f 3/14/97 C -8a 7/25/97 C-22.1.6-00 2/03/09 C -2g 7/27/01 C -8b 2/10/09 C-22.40-01 10/05/07 C -2h 3/28/97 C -8e 2/21/07 C-23.60-00 2/06/07 C -i 3/28/97 C -8f 6/30/04 C-25.18-01 9/20/07 C -2j 6/12/98 C-10 7/31/98 C-25.20-03 2/03/09 C -k 7/27/01 C-13 7/3/08 C-25.22-02 2/03/09 C -n. „ 7/27/01 C -13a 7/3/08 C-25.26-00 2/03/09 C -o 7/13/01 C -13b 7/3/08 C-25.80-01 7/3/08 399 Special Provisions 1 1 C -p 10/31/03 C -13c 7/3/08 C- 10/04/05 C -14a 7/3/08 C -a 10/04/05 C -14b 7/26/02 C -3b 10/04/05 C -14c 7/3/08 C -3c 6/21/06 C -14d 7/3/08 C-4 2/21/07 C -14e 7/3/08 C -4b 6/08/06 C -14h 2/10/09 0-2.02-00 11/10/05 0-2.44-00 11/10/05 0-2.04-00 11/10/05 0-2.46-00 11/10/05 0-2.06-01 1/06/09 D-2.48-00 11/10/05 0-2.08-00 11/10/05 0-2.60-00 11/10/05 0-2.10-00 11/10/05 D-2.62-00 11/10/05 D-2.12-0 11/10/05 D-2.64-01 1/06/09 D-2.14-00 11/10/05 D-2.66-00 11/10/05 0-2.16-00 11/10/05 0-2.68-00 11/10/05 D-2.18-00 11/10/05 D-2.78-00 11/10/05 D-2.20-0 11/10/05 0-2.80-00 11/10/05 0-2.30-0 11/10/05 0-2.82-00 11/10/05 0-2.32-00 11/10/05 D-2.84-00 11/10/05 D-2.34-01 1/06/09 0-2.86-00 11/10/05 D-2.36-02 1/06/09 D-2.88-00 11/10/05 D-2.38-0 11/10/05 D-2.92-00 11/10/05 D-2.40-00 11/10/05 D-3 7/13/05 D-2.42-0 11/10/05 D3a 12/02/08 E-1 E-2 2/21/07 E-4 8/27/03 5/29/98 E -4a 8/27/03 F-10.12-00 12/20/06 F-30.10-00 1/23/07 F-10.16-00 12/20/06 F-40.10-01 10/05/07 F-10.40-01 7/3/08 F-40.12-00 2/07/07 F-10.42-00 1/23/07 F-40.14-00 2/07/07 F-10.62-01 9/05/07 F-40.15-00 2/07/07 F-10.64-02 7/3/08 F-40.16-00 2/07/07 G-10.10-00 9/20/07 G-24.60-00 11/08/07 G-20.10-00 9/20/07 0-25.10-01 1/06/09 0-22.10-01 7/3/08 G-30.10-00 11/08/07 0-24.10-00 11/08/07 G-50.10-00 11/08/07 G-24.20-00 11/08/07 G-60.10-00 8/31/07 G-24.30-0 11/08/07 G-60.20-00 8/31/07 0-24.40-1 12/02/08 G-60.30-00 8/31/07 0-24.50-0 11/08/07 G-70.10-00 10/5/07 H-10.10-00 H-10.15-00 H-30.10-00 7/3/08 H-32.10-00 9/20/07 7/3/08 H-60.10-01 7/3/08 10/12/07 H-60.20-01 7/3/08 1-10.10-00 1-30.10-00 8/31/07 1-30.50=00 11/14/07 9/20/07 1-40.10-00 9/20/07 C-28.40-00 2/06/07 C-40.14-00 2/03/09 C-40.16-00 2/03/09 C-40.18.00 2/03/09 C-90.10-00 7/3/08 D -3b 6/30/04 D -3c 6/30/04 D-4 12/11/98 D-6 6/19/98 D-10.10-01 12/02/08 D-10.15-01 12/02/08 D-10.20-00 7/8/08 D-10.25-00 7/8/08 D-10.30-00 7/8/08 D-10.35-00 7/8/08 D-10.40-01 12/02/08 D-10.45-01 12/02/08 D-15.10-01 12/02/08 D-15.20-01 1/06/09 D-15.30-01 12/02/08 F-40.18-00 2/07/07 F-40.20-00 10/05/07 F-42.10-00 10/05/07 F-80.10-00 1/23/07 G-70.20-00 10/5/07 G-70.30-00 10/5/07 G-90.10-001 /06/09 G-90.20-00. . . 1/06/09 G-90.30-00 1/06/09 G-90.40-00 1/06/09 G-95.10-00 11/08/07 G-95.20-01 7/10/08 G-95.30-01 7/10/08 H-70.10-00 9/05/07 H-70.20-00 9/05/07 H-70.30-01 11/17/08 1-50.20-00 8/31/07 1-60.10-00 8/31/07 400 Special Provisions 1-30.20-00 9/20/07 1-40.20-00 9/20/07 1-60.20-00 8/31/07 1-30.30-00 9/20/07 1-50.10-00 9/20/07 1-80.10-00 8/31/07 1-30.40-00 10/12/07 J-1 f 6/23/00 J -9a 4/24/98 J-28.30-00 8/07/07 J-3 8/01/97 J-10 7/18/97 J-28.40-00 8/07/07 J -3b 3/04/05 J-1 b 9/02/05 J-28.42-00 8/07/07 J -3c 6/24/02 J-12 2/10/09 J-28.45-00 8/07/07 J -3d 11/05/03 J -16a 3/04/05 J-28.50-00 8/07/07 J-5 8/01/97 J -16b 2/10/09 J-28.60-00 8/07/07 J -6c 4/24/98 J -16c 2/10/09 J-28.70-00 11/08/07 J -7a 9/12/01 J-18 2/10/09 J-40.10-00 1/06/09 J -7c 6/19/98 J-19 2/10/09 J-40.30-00 1/06/09 J -7d 4/24/98 J-20 9/02/05 J-75.10-00 2/10/09 J -8a 5/20/04 J-28.10-00 8/07/07 J-75.20-00 2/10/09 J -8b 5/20/04 J-28.22-00 8/07/07 J-75.30-00 2/10/09 J -8c 5/20/04 J-28.24-00 8/07/07 J-90.10-00 2/10/09 J -8d 5/20/04 J-28.26-01 12/02/08 J-90.20-00 2/10/09 K-10.20-01 10/12/07 K-26.40-01 10/12/07 K-40.60-00 2/15/07 K-10.40-00 2/15/07 K-30.20-00 2/15/07 K-40.80-00 2/15/07 ' K-20.20-01 10/12/07 K-30.40-01 10/12/07 K-55.20-00 2/15/07 K-20.40-00 2/15/07 K-32.20-00 2/15/07 K-60.20-02 7/3/08 K-20.60-00 2/15/07 K-32.40-00 2/15/07 K-60.40-00 2/15/07 K-22.20-01 10/12/07 K-32.60-00 2/15/07 K-70.20-00 2/15/07 K-24.20-00 2/15/07 K-32.80-00 2/15/07 K-80.10-00 2/21/07 K-24.40-01 10/12/07 K-34.20-00 2/15/07 K-80.20-00 12/20/06 K-24.60-00 2/15/07 K-36.20-00 2/15/07 K-80.30-00 2/21/07 K-24.80-01 10/12/07 K-40.20-00 2/15/07 K-80.35-00 2/21/07 K-26.20-00 2/15/07 K-40.40-00 2/15/07 K-80.37-00 2/21/07 L-10.10-00 2/21/07 L-40:10-00 2/21/07 L-70.10-01 5/21/08 L-20.10-00 2/07/07 L-40.15-00 2/21/07 L-70.20-01 5/21/08 L-30.10-00 2/07/07 L-40.20-00 2/21/07 M-1.20-01 1/30/07 M-7.50-01 1/30/07 M-24.60-02 2/06/07 M-1.40-01 1/30/07 M-9.50-01 1/30/07 M-40.10-00 9/20/07 M-1.60-01 1/30/07 M-9.60-00 2/10/09 M-40.20-00...10/12/07 M-1.80-02 8/31/07 M-11.10-01 1/30/07 M-40.30-00 9/20/07 M-2.20-01 1/30/07 M-15.10-01 2/06/07 M-40.40-00 9/20/07 M-2.40-01 1/30/07 M-17.10-02 7/3/08 M-40.50-00 9/20/07 M-2.60-01 1/30/07 M-20.10-01 1/30/07 M-40.60-00 9/20/07 M-3.10-02 2/10/09 M-20.20-01 1/30/07 M-60.10-00 9/05/07 M-3.20-01 1/30/07 M-20.30-01 1/30/07 M-60.20-01 2/03/09 M-3.30-02 2/10/09 M-20.40-01 1/30/07 M-65.10-01 5/21/08 M-3.40-02 2/10/09 M-20.50-01 1/30/07 M-80.10-00 6/10/08 M-3.50-01 1/30/07 M-24.20-01 5/31/06 M-80.20-00 6/10/08 M-5.10-01 1/30/07 M-24.40-01 5/31/06 M-80.30-00 6/10/08 401 Special Provisions City of Yakima Yakima Railroad Grade Separations Phase 2 — Lincoln Avenue City Project No. 1818 Federal Aid No. STPX-NCPD-000S(062) State Contract No. TA -1407 November 2009 PROPOSAL AND CONTRACT DOCUMENTS 402 This page left intentionally blank. 403 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 11 1 1 Required Contract Provisions Federal -Aid Construction Contracts FHWA-1273 Electronic Version — March 10, 1994 I. General 1 II. Nondiscrimination 2 III. Nonsegregated Facilities 6 IV. Payment of Predetermined Minimum Wage 7 V. Statements and Payrolls 12 VL Record of Materials, Supplies, and Labor 14 VII. Subletting or Assigning the Contract 14 VIII. Safety: Accident Prevention 15 IX. False Statements Concerning Highway Protects 16 X. Implementation of Clean Air Act and Federal Water Pollution Control Act 17 XI. Certification Regarding Debarment, Suspension Ineligibility, and Voluntary Exclusion 17 XII. Certification Regarding Use of Contract Funds for Lobbying 21 Attachments A. Employment Preference for Appalachian Contracts (included in Appalachian contracts only) 23 I. GENERAL 1. These contract provisions shall apply to all work performed on the contract by the contractor's own organization and with the assistance of workers under the contractor's immediate superintendence and to all work performed on the contract by piecework, station work, or by subcontract. 2. Except as otherwise provided for in each section, the contractor shall insert in each subcontract all of the stipulations contained in these Required Contract Provisions, and further require their inclusion in any lower tier subcontract or purchase order that may in tum be made. The Required Contract Provisions shall not be incorporated by reference in any case. The prime contractor shall be responsible for compliance by any subcontractor or lower tier subcontractor with these Required Contract Provisions. 3. A breach of any of the stipulations contained in these Required Contract Provisions shall be sufficient grounds for termination of the contract. 4. A breach of the following clauses of the Required Contract Provisions may also be grounds for debarment as provided in 29 CFR 5.12: Section I, paragraph 2; Section IV, paragraphs 1, 2, 3, 4, and 7; Section V, paragraphs 1 and 2a through 2g. 1 404 5. Disputes arising out of the labor standards provisions of Section IV (except paragraph 5) and Section V of these Required Contract Provisions shall not be subject to the general disputes clause of this contract. Such disputes shall be resolved in accordance with the procedures of the U.S. Department of Labor (DOL) as set forth in 29 CFR 5, 6, and 7. Disputes within the meaning of this clause include disputes between the contractor (or any of its subcontractors) and the contracting agency, the DOL, or the contractor's employees or their representatives. 6. Selection of Labor: During the performance of this contract, the contractor shall not: a. discriminate against labor from any other State, possession, or territory of the United States (except for employment preference for Appalachian contracts, when applicable, as specified in Attachment A), or b. employ convict labor for any purpose within the limits of the project unless it is labor performed by convicts who are on parole, supervised release, or probation. II. NONDISCRIMINATION (Applicable to all Federal -aid construction contracts and to all related subcontracts of $10,000 or more.) 1. Equal Employment Opportunity: Equal employment opportunity (EEO) requirements not to discriminate and to take affirmative action to assure equal opportunity as set forth under laws, executive orders, rules, regulations (28 CFR 35, 29 CFR 1630 and 41 CFR 60) and orders of the Secretary of Labor as modified by the provisions prescribed herein, and imposed pursuant to 23 U.S.C. 140 shall constitute the EEO and specific affirmative action standards for the contractor's project activities under this contract. The Equal Opportunity Construction Contract Specifications set forth under 41 CFR 60-4.3 and the provisions of the American Disabilities Act of 1990 (42 U.S.C. 12101 et seg.) set forth under 28 CFR 35 and 29 CFR 1630 are incorporated by reference in this contract. In the execution of this contract, the contractor agrees to comply with the following minimum specific requirement activities of EEO: a. The contractor will work with the State highway agency (SHA) and the Federal Government in carrying out EEO obligations and in their review of his/her activities under the contract. b. The contractor will accept as his operating policy the following statement: "It is the policy of this Company to assure that applicants are employed, and that employees are treated during employment, without regard to their race, religion, sex, color, national origin, age or disability. Such action shall include: employment, upgrading, demotion, or transfer; recruitment or recruitment advertising; layoff or termination; rates of pay or other forms of compensation; and selection for training, including apprenticeship, preapprenticeship, and/or on-the-job training." 2 405 2. EEO Officer: The contractor will designate and make known to the SHA contracting officers an EEO Officer who will have the responsibility for and must be capable of effectively administering and promoting an active contractor program of EEO and who must be assigned adequate authority and responsibility to do so. 3. Dissemination of Policy: All members of the contractor's staff who are authorized to hire, supervise, promote, and discharge employees, or who recommend such action, or who are substantially involved in such action, will be made fully cognizant of, and will implement, the contractor's EEO policy and contractual responsibilities to provide EEO in each grade and classification of employment. To ensure that the above agreement will be met, the following actions will be taken as a minimum: a. Periodic meetings of supervisory and personnel office employees will be conducted before the start of work and then not less often than once every six months, at which time the contractor's EEO policy and its implementation will be reviewed and - explained. The meetings will be conducted by the EEO Officer. b. - All new supervisory or personnel office employees will be given a thorough indoctrination by the EEO Officer, covering all major aspects of the contractor's EEO obligations within thirty days following their reporting for duty with the contractor. c. All personnel who are engaged in direct recruitment for the project will be instructed by the EEO Officer in the contractor's procedures for locating and hiring minority group employees. d. Notices and posters setting forth the contractors EEO policy will 'be placed in areas readily accessible to employees, applicants for employment and potential employees. e. The contractor's EEO policy and the procedures to implement such policy will be brought to the attention of employees by means of meetings, employee handbooks, or other appropriate means. 4. Recruitment: When advertising for employees, the contractor will include in all advertisements for employees the notation: "An Equal Opportunity Employer." All such advertisements will be placed in publications having a large circulation among minority groups in the area from which the project work force would normally be derived. a. The contractor will, unless precluded by a valid bargaining agreement, conduct systematic and direct recruitment through public and private employee referral sources likely to yield qualified minority group applicants. To meet this requirement, the contractor will identify sources of potential minority group employees, and establish with such identified sources procedures whereby minority group applicants may be referred to the contractor for employment consideration. b. In the event the contractor has a valid bargaining agreement providing for exclusive hiring hall referrals, he is expected to observe the provisions of that agreement to the extent that the system permits the contractor's compliance with EEO contract provisions. (The DOL has held that where implementation of such agreements have 3 406 the effect of discriminating against minorities or women, or obligates the contractor to do the same, such implementation violates Executive Order 11246, as amended.) c. The contractor will encourage his present employees to refer minority group applicants for employment. Information and procedures with regard to referring minority group applicants will be discussed with employees. 5. Personnel Actions: Wages, working conditions, and employee benefits shall be established and administered, and personnel actions of every type, including hiring, upgrading, promotion, transfer, demotion, layoff, and termination, shall be taken without regard to race, color, religion, sex, national origin, age or disability. The following procedures shall be followed: a. The contractor will conduct periodic inspections of project sites to insure that working conditions and employee facilities do not Indicate discriminatory treatment of project site personnel. b. The contractor will periodically evaluate the spread of wages paid within each classification to determine any evidence of discriminatory wage practices. c. The contractor will periodically review selected personnel actions in depth to determine whether there is evidence of discrimination. Where evidence is found, the contractor will promptly take corrective action. If the review indicates that the discrimination may extend beyond the actions reviewed, such corrective action shall include all affected persons. d. The contractor will promptly investigate all complaints of alleged discrimination made to the contractor in connection with his obligations under this contract, will attempt to resolve such complaints, and will take appropriate corrective action within a reasonable time. If the investigation indicates that the discrimination may affect persons other than the complainant, such corrective action shall Include such other persons. Upon completion of each investigation, the contractor will inform every complainant of all of his avenues of appeal. 6. Training and Promotion: a. The contractor will assist in locating, qualifying, and Increasing the skills of minority group and women employees, and applicants for employment. b. Consistent with the contractor's work force requirements and as permissible under Federal and State regulations, the contractor shall make full use of training programs, i.e., apprenticeship, and on-the-job training programs for the geographical area of contract performance. Where feasible, 25 percent of apprentices or trainees in each occupation shall be in their first year of apprenticeship or training. In the event a special provision for training is provided under this contract, this subparagraph will be superseded as indicated in the special provision. c. The contractor will advise employees and applicants for employment of available training programs and entrance requirements for each. 4 407 d. The contractor will periodically review the training and promotion potential of minority group and women employees and will encourage eligible employees to apply for such training and promotion. 7. Unions: If the contractor relies in whole or in part upon unions as a source of employees, the contractor will use his/her best efforts to obtain the cooperation of such unions to increase opportunities for minority groups and women within the unions, and to effect referrals by such unions of minority and female employees. Actions by the contractor either directly or through a contractor's association acting as agent will include the procedures set forth below: a. The contractor will use best efforts to develop, In cooperation with the unions, joint training programs aimed toward qualifying more minority group members and women for membership in the unions and increasing the skills of minority group employees and women so that they may qualify for higher paying employment. b. The contractor will use best efforts to incorporate an EEO clause into each union agreement to the end that such union will be contractually bound to refer applicants without regard to their race, color, religion, sex, national origin, age or disability. c. The contractor is to obtain information as to the referral practices and policies of the labor union except that to the extent such Information Is within the exclusive possession of the labor union and such labor union refuses to furnish such information t� the contractor, the contractor shall so certify to the SHA and shall set forth what efforts have been made to obtain such Information. d. In the event the union is unable to provide the contractor with a reasonable flow of minority and, women referrals within the time limit set forth in the collective bargaining agreement, the contractor will, through independent recruitment efforts, fill the employment vacancies without regard to race, color, religion, sex, national origin, age or disability; making full efforts to obtain qualified and/or qualifiable minority group persons and women. (The DOL has held that it shall be no excuse that the union with which the contractor has a collective bargaining agreement providing for exclusive referral failed to refer minority employees.) In the event the union referral practice prevents the contractor from meeting the obligations pursuant to Executive Order 11246, as amended, and these special provisions, such contractor shall immediately notify the SHA. 8. Selection of Subcontractors, Procurement of Materials and Leasing of Equipment: The contractor shall not discriminate on the grounds of race, color, religion, sex, national origin, age or disability in the selection and retention of subcontractors, including procurement of materials and leases of equipment. a. The contractor shall notify all potential subcontractors and suppliers of his/her EEO obligations under this contract. b. Disadvantaged business enterprises (DBE), as defined in 49 CFR 23, shall have equal opportunity to compete for and perform subcontracts which the contractor enters into pursuant to this contract. The contractor will use his best efforts to solicit bids from and to utilize DBE subcontractors or subcontractors with meaningful 5 408 minority group and female representation among their employees. Contractors shall obtain lists of DBE construction firms from SHA personnel. c. The contractor will use his best efforts to ensure subcontractor compliance with their EEO obligations. 9. Records and Reports: The contractor shall keep such records as necessary to document compliance with the EEO requirements. Such records shall be retained for a period of three years following completion of the contract work and shall be available at reasonable times and places for inspection by authorized representatives of the SHA and the FHWA. a. The records kept by the contractor shall document the following: 1. The number of minority and non -minority group members and women employed in each work classification on the project; 2. The progress and efforts being made in cooperation withunions, when applicable, to increase employment opportunities for minorities and women; 3. The progress and efforts being made in locating, hiring, training, qualifying, and upgrading minority and female employees; and 4. The progress and efforts being made in securing the services of DBE subcontractors or subcontractors with meaningful minority and female representation among their employees. b. The contractors will submit an annual report to the SHA each July for the duration of the project, indicating the number of minority, women, and non -minority group employees currently engaged in each work classification required by the contract work. This information is to be reported on Form FHWA-1391. If on-the-job training is being required by special provision, the contractor will be required to collect and report training data. IiI. NONSEGREGATED FACILITIES (Applicable to all Federal -aid construction contracts and to all related subcontracts of $10,000 or more.) a. By submission of this bid, the execution of this contract or subcontract, or the consummation of this material supply agreement or purchase order, as appropriate, the bidder, Federal -aid construction contractor, subcontractor, material supplier, or vendor, as appropriate, certifies that the firm does not maintain or provide for its employees any segregated facilities at any of its establishments, and that the firm does not permit Its employees to perform their services at any location, under its control, where segregated facilities are maintained. The firm agrees that a breach of this certification is a violation of the EEO provisions of this contract. The firm further certifies that no employee will be denied access to adequate facilities on the basis of sex or disability. b. As used in this certification, the term "segregated facilities" means any waiting rooms, work areas, restrooms and washrooms, restaurants and other eating areas, timeclocks, locker rooms, and other storage or dressing areas, parking lots, drinking fountains, recreation or entertainment areas, transportation, and housing facilities provided for employees which are segregated by explicit directive, or are, in fact, segregated on the basis of race, color, 6 409 religion, national origin, age or disability, because of habit, local custom, or otherwise. The only exception will be for the disabled when the demands for accessibility override (e.g. disabled parking). c. The contractor agrees that it has obtained or will obtain identical certification from proposed subcontractors or material suppliers prior to award of subcontracts or consummation of material supply agreements of $10,000 or more and that it will retain such certifications in its files. IV. PAYMENT OF PREDETERMINED MINIMUM WAGE (Applicable to all Federal -aid construction contracts exceeding $2,000 and to all related subcontracts, except for projects located on roadways classified as local roads or rural minor collectors, which are exempt.) 1. General: a. All mechanics and laborers employed or working upon the site of the work will be paid unconditionally and not less often than once a week and without subsequent deduction or rebate on any account [except such payroll deductions as are permitted by regulations (29 CFR 3) issued by the Secretary of Labor under the Copeland Act (40 U.S.C. 276c)] the full amounts of wages and bona fide fringe benefits (or cash equivalents thereof) due at time of payment. The payment shall be computed at wage rates not less than those contained in the wage determination of the Secretary of Labor (hereinafter "the wage determination") which is attached hereto and made a part hereof, regardless of any contractual relationship which may be alleged to exist between the contractor or its subcontractors and such laborers and,mechanics. The wage determination (Including any additional classifications and wage rates conformed under paragraph 2 of this Section IV and the DOL poster (WH -1321) or Form FHWA-1495) shall be posted at ail times by the contractor and its subcontractors at the site of the work in a prominent and accessible place where it can be easily seen by the workers. For the purpose of this Section, contributions made or costs reasonably anticipated for bona fide fringe benefits under Section 1(b)(2) of the Davis -Bacon Act (40 U.S.C. 276a) on behalf of laborers or mechanics are considered wages paid to such laborers or mechanics, subject to the provisions of Section .IV, paragraph 3b, hereof. Also, for the purpose of this Section, regular contributions made or costs incurred for more than a weekly period (but not less often than quarterly) under plans, funds, or programs, which cover the particular weekly period, are deemed to be constructively made or incurred during such weekly period. Such laborers and mechanics shall be paid the appropriate wage rate and fringe benefits on the wage determination for the classification of work actually performed, without regard to skill, except as provided in paragraphs 4 and 5 of this Section iV. b. Laborers or mechanics performing work in more than one classification may be compensated at the rate specified for each classification for the time actually worked therein, provided, that the employer's payroll records 7 410 accurately set forth the time spent in each classification in which work is performed. c. All rulings and interpretations of the Davis -Bacon Act and related acts contained in 29 CFR 1, 3, and 5 are herein incorporated by reference in this contract. 2. Classification: a. The SHA contracting officer shall require that any class of laborers or mechanics employed under the contract, which is not listed in the wage determination, shall be classified in conformance with the wage determination. b. The contracting officer shall approve an additional classification, wage rate and fringe benefits only when the following criteria have been met: 1. the work to be performed by the additional classification requested is not performed by a classification in the wage determination; 2. the additional classification is utilized in the area by the construction industry; 3. the proposed wage rate, including any bona fide fringe benefits, bears a reasonable relationship to the wage rates contained in the wage determination; and 4. with respect to helpers, when such a classification prevails In the area In which the work is performed. c. If the contractor or subcontractors, as appropriate, the laborers and mechanics (if known) to be employed in the additional classification or their representatives, and the contracting officer agree on the classification and wage rate (including the amount designated for fringe benefits where appropriate), a report of the action taken shall be sent by the contracting officer to the DOL, Administrator of the Wage and Hour Division, Employment Standards Administration, Washington, D.C. 20210. The Wage and Hour Administrator, or an authorized representative, will approve, modify, or disapprove every additional classification action within 30 days of receipt and so advise the contracting officer or will notify the contracting officer within the 30 -day period that additional time is necessary. d. In the event the contractor or subcontractors, as appropriate, the laborers or mechanics to be employed in the additional classification or their representatives, and the contracting officer do not agree on the proposed classification and wage rate (including the amount designated for fringe benefits, where appropriate), the contracting officer shall refer the questions, including the views of all interested parties and the recommendation of the contracting officer, to the Wage and Hour Administrator for determination. Said Administrator, or an authorized representative, will issue a determination within 30 days of receipt and so advise the contracting officer or will notify the contracting officer within the 30 -day period 8 411 that additional time is necessary. e. The wage rate (including fringe benefits where appropriate) determined pursuant to paragraph 2c or 2d of this Section IV shall be paid to all workers performing work in the additional classification from the first day on which work is performed in the classification. 3. Payment of Fringe Benefits: a. Whenever the minimum wage rate prescribed In the contract for a class of laborers or mechanics includes a fringe benefit which is not expressed as an hourly rate, the contractor or subcontractors, as appropriate, shall either pay the benefit as stated in the wage determination or shall pay another bona fide fringe benefit or an hourly case equivalent thereof. b. If the contractor or subcontractor, as appropriate, does not make payments to a trustee or other third person, he/she may consider as a part of the wages of any laborer or mechanic the amount of any costs reasonably anticipated in providing bona fide fringe benefits under a plan or program, provided, that the Secretary of Labor has found, upon the written request of the contractor, that the applicable standards of the Davis -Bacon Act have been met. The Secretary of Labor may require the contractor to set aside in a separate account assets for the meeting of obligations under the plan or program. 4. Apprentices and Trainees (Programs of the U.S. DOL) and Helpers: a. Apprentices: 1. Apprentices will be permitted to work at less than the predetermined rate for the work they performed when they are employed pursuant to and individually registered in a bona fide apprenticeship program registered with the DOL, Employment and Training Administration, Bureau of Apprenticeship and Training, or with a State apprenticeship agency recognized by the Bureau, or if a person is employed in his/her first 90 days of probationary employment as an apprentice in such an apprenticeship program, who is not individually registered in the program, but who has been certified by the Bureau of Apprenticeship and Training or a State apprenticeship agency (where appropriate) to be eligible for probationary employment as an apprentice. 2. The allowable ratio of apprentices to journeyman -level employees on the job site in any craft classification shall not be greater than the ratio permitted to the contractor as to the entire work force under the registered program. Any employee listed on a payroll at an apprentice wage rate,'who Is not registered or otherwise employed as stated above, shall be paid not less than the applicable wage rate listed in the wage determination for the classification of work actually performed. In addition, any apprentice performing work on the job site in excess of the ratio permitted under the registered program shall be paid not less than the applicable wage rate on the wage determination for the work actually performed. Where a contractor or subcontractor is performing construction on a project in a locality other than that in which its program is registered, the ratios and wage rates (expressed in percentages of the journeyman -level hourly rate) 9 412 specified in the contractor's or subcontractor's registered program shall be observed. 3. Every apprentice must be paid at not less than the rate specified in the registered program for the apprentice's level of progress, expressed as a percentage of the joumeyman-level hourly rate specified in the applicable wage determination. Apprentices shall be paid fringe benefits In accordance with the provisions of the apprenticeship program. if the apprenticeship program does not specify fringe benefits, apprentices must be paid the full amount of fringe benefits listed on the wage determination for the applicable classification. If the Administrator for the Wage and Hour Division determines that a different practice prevails for the applicable apprentice classification, fringes shall be paid in accordance with that determination. 4. In the event the Bureau of Apprenticeship and Training, or a State apprenticeship agency recognized by the Bureau, withdraws approval of an apprenticeship program, the contractor or subcontractor will no longer be permitted to utilize apprentices at less than the applicable predetermined rate for the comparable work performed by regular employees until an acceptable program is approved. b. Trainees: 1. Except as provided in 29 CFR 5.16, trainees will not be permitted to work at less than the predetermined rate for the work performed unless they are employed pursuant to and individually registered in a program which has received prior approval, evidenced by formal certification by the DOL, Employment and Training Administration. 2. The ratio of trainees to joumeyman-level employees on the job site shall not be greater than permitted under the plan approved by the Employment and Training Administration. Any employee listed on the payroll at a trainee rate who is not registered and participating in a training plan approved by the Employment and Training Administration shall be paid not less than the applicable wage rate on the wage determination for the classification of work actually performed. In addition, any trainee performing work on thejob site in excess of the ratio permitted under the registered program shall be paid not less than the applicable wage rate on the wage determination for the work actually performed. 3. Every trainee must be paid at not less than the rate specified in the approved program for his/her level of progress, expressed as a percentage of the journeyman - level hourly rate specified in the applicable wage determination. Trainees shall be paid fringe benefits in accordance with the provisions of the trainee program. If the trainee program does not mention fringe benefits, trainees shall be paid the full amount of fringe benefits listed on the wage determination unless the Administrator of the Wage and Hour Division determines that there is an apprenticeship program associated with the corresponding joumeyman-level wage rate on the wage determination which provides for less than full fringe benefits for apprentices, in which case such trainees shall receive the same fringe benefits as apprentices. 10 413 4. In the event the Employment and Training Administration withdraws approval of a training program, the contractor or subcontractor will no longer be permitted to utilize trainees at less than the applicable predetermined rate for the work performed until an acceptable program is approved. c. Helpers: Helpers will be permitted to work on a project if the helper classification is specified and defined on the applicable wage determination or is approved pursuant to the conformance procedure set forth in Section IV.2. Any worker listed on a payroll at a helper wage rate, who is not a helper under a.approved definition, shall be paid not less than the applicable wage rate on the wage determination for the classification •of work actually performed. 5. Apprentices and Trainees (Programs of the U.S. DOT): Apprentices and trainees working under apprenticeship and skill training programs which have been certified by the Secretary of Transportation as promoting EEO in connection with Federal -aid highway construction programs are not subject to the requirements of paragraph 4 of this Section IV. The straight time hourly wage rates for apprentices and trainees under such programs will be established by the particular programs. The ratio of apprentices and trainees to journeymen shall not be greater than permitted by the terms of the particular program. 6. Withholding: The SHA shall upon its own action or upon written request of an authorized representative of the DOL withhold, or cause to be withheld, from the contractor or subcontractor under this contract or any other Federal contract with the same prime contractor, or any other Federally -assisted contract subject to Davis -Bacon prevailing wage requirements which is held by the same prime contractor, as much of the accrued payments or advances as may be considered necessary to pay laborers and mechanics, including apprentices, trainees, and helpers, employed by the contractor or any subcontractor the full amount of wages required by the contract. In the event of failure to pay any laborer or mechanic, including any apprentice, trainee, or helper, employed or working on the site of the work, all or part of the wages required by the contract, the SHA contracting officer may, after written notice to the contractor, take such action as may be necessary to cause the suspension of any further payment, advance, or guarantee of funds until such violations have ceased. 7. Overtime Requirements: No contractor or subcontractor contracting for any part of the contract work which may require or involve the employment of laborers, mechanics, watchmen, or guards (including apprentices, trainees, and helpers described in paragraphs 4 and 5 above) shall require or permit any laborer, mechanic, watchman, or guard in any workweek in which he/she is employed on such work, to work in excess of 40 hours in such workweek unless such laborer, mechanic, watchman, or guard receives compensation at a rate not less than one - and -one-half times his/her basic rate of pay for all hours worked in excess of 40 hours in such workweek. 11 414 8. Violation: Liability for Unpaid Wages; Liquidated Damages: in the event of any violation of the clause set forth in paragraph 7 above, the contractor and any subcontractor responsible thereof shall be liable to the affected employee for his/her unpaid wages. In addition, such contractor and subcontractor shall be liable to the United States (in the case of work done under contract for the District of Columbia or a territory, to such District or to such territory) for liquidated damages. Such liquidated damages shall be computed with respect to each individual laborer, mechanic, watchman, or guard employed In violation of the clause set forth in paragraph 7, in the sum of $10 for each calendar day on which such employee was required or permitted to work in excess of the standard work week of 40 hours without payment of the overtime wages required by the clause set forth in paragraph 7. 9. Withholding for Unpaid Wages and Liquidated Damages: The SHA shall upon its own action or upon written request of any authorized representative of the DOL withhold, or cause to be withheld, from any monies payable on account of work performed by the contractor or subcontractor under any such contract or any other Federal contract with the same prime contractor, or any other Federally -assisted contract subject to the Contract Work Hours and Safety Standards Act, which is held by the same prime contractor, such sums as may be determined to be necessary to satisfy any liabilities of such contractor or subcontractor for unpaid wages and liquidated damages as provided in the clause set forth In paragraph 8 above. V. STATEMENTS AND PAYROLLS (Applicable to all Federal -aid construction contracts exceeding $2,000 and to all related subcontracts, except for projects located on roadways classified as local roads or rural collectors, which are exempt.) 1. Compliance with Copeland Regulations (29 CFR 3): The contractor shall comply with the Copeland Regulations of the Secretary of Labor which are herein incorporated by reference. 2. Payrolls and Payroll Records: a. Payrolls and basic records relating thereto shall be maintained by the contractor and each subcontractor during the course of the work and preserved for a period of 3 years from the date of completion of the contract for all laborers, mechanics, apprentices, trainees, watchmen, helpers, and guards working at the site of the work. b. The payroll records shall contain the name, social security number, and address of each such employee; his or her correct classification; hourly rates of wages paid (including rates of contributions or costs anticipated for bona fide fringe benefits or cash equivalent thereof the types described In Section 1(b)(2)(B) of the Davis Bacon Act); daily and weekly number of hours worked; deductions made; and actual wages paid. in addition, for Appalachian contracts, the payroll records shall contain a notation indicating whether the employee does, or does not, normally reside in the 12 415 labor area as defined In Attachment A, paragraph 1. Whenever the Secretary of Labor, pursuant to Section IV, paragraph 3b, has found that the wages of any laborer or mechanic include the amount of any costs reasonably anticipated in providing benefits under a plan or program described in Section 1(b)(2)(B) of the Davis Bacon Act, the contractor and each subcontractor shall maintain records which show that the commitment to provide such benefits is enforceable, that the plan or program is financially responsible, that the plan or program has been communicated in writing to the laborers or mechanics affected, and show the cost anticipated or the actual cost incurred in providing benefits. Contractors or subcontractors employing apprentices or trainees under approved programs shall maintain written evidence of the registration of apprentices and trainees, and ratios and wage rates prescribed in the applicable programs. c. Each contractor and subcontractor shall furnish, each week In which any contract work is performed, to the SHA resident engineer a payroll of wages paid each of its employees (including apprentices, trainees, and helpers, described in Section IV, paragraphs 4 and 5, and watchmen and guards engaged on work during the preceding weekly payroll period). The payroll submitted shall set out accurately and completely all of the information required to be maintained under paragraph 2b of this Section V. This information may be submitted in any form desired. Optional Form WH -347 is available for this purpose and may be purchased from the Superintendent of Documents (Federal stock number 029-005-0014-1), U.S. Govemment Printing Office, Washington, D.C. 20402. The prime contractor is responsible for the submission of copies of payrolls by all subcontractors. d. Each payroll submitted shall be accompanied by a "Statement of Compliance," signed by the contractor or subcontractor or his/her agent who pays or supervises the payment of the persons employed under the contract and shall certify the following: 1. that the payroll for the payroll period contains the information required to be maintained under paragraph 2b of this Section V and that such information is correct and complete; 2. that such laborer or mechanic (including each helper, apprentice, and trainee) employed on the contract during the payroll period has been paid the full weekly wages eamed, without rebate, either directly or indirectly, and that no deductions have been made either directly or indirectly from the full wages earned, other than permissible deductions as set forth in the Regulations, 29 CFR 3; 3. that each laborer or mechanic has been paid not less that the applicable wage rate and fringe benefits or cash equivalent for the classification of worked performed, as specified in the applicable wage determination incorporated into the contract. e. The weekly submission of a properly executed certification set forth on the reverse side of Optional Form WH -347 shall satisfy the requirement for submission of the "Statement of Compliance" required by paragraph 2d of this Section V. 13 416 f. The falsification of any of the above certifications may subject the contractor to civil or criminal prosecution under 18 U.S.C. 1001 and 31 U.S.C. 231. g. The contractor or subcontractor shall make the records required under paragraph 2b of this Section V available for inspection, copying, or transcription by authorized representatives of the SHA, the FHWA, or the DOL, and shall permit such representatives to interview employees during working hours on the job. If the contractor or subcontractor fails to submit the required records or to make them available, the SHA, the FHWA, the DOL, or all may, after written notice to the contractor, sponsor, applicant, or owner, take such actions as may be necessary to cause the suspension of any further payment, advance, or guarantee of funds. Furthermore, failure to submit the required records upon request or to make such records available may be grounds for debarment action pursuant to 29 CFR 5.12. VI. RECORD OF MATERIALS, SUPPLIES, AND LABOR 1. On all Federal -aid contracts on the National Highway System, except those which provide solely for the installation of protective devices at railroad grade crossings, those which are constructed on a force account or direct labor basis, highway beautification contracts, and contracts for which the total final construction cost for roadway and bridge is Tess than $1,000,000 (23 CFR 635) the contractor shall: a. Become familiar with the list of specific materials and supplies contained in Form FHWA-47, "Statement of Materials and Labor Used by Contractor of Highway Construction involving Federal Funds," prior to the commencement of work under this contract. b. Maintain a record of the total cost of all materials and supplies purchased for and incorporated in the work, and also of the quantities of those specific materials and supplies listed on Form FHWA-47, and in the units shown on Form FHWA-47. c. fumish, upon the completion of the contract, to the SHA resident engineer on Form FHWA-47 together with the data required in paragraph 1 b relative to materials and supplies, a final labor summary of all contract work indicating the total hours worked and the total amount earned. 2. At the prime contractor's option, either a single report covering aII contract work or separate reports for the contractor and for each subcontract shall be submitted. VII. SUBLETTING OR ASSIGNING THE CONTRACT 1. The contractor shall perform with its own organization contract work amounting to not less than 30 percent (or a greater percentage if specified elsewhere in the contract) of the total original contract price, excluding any specialty items designated by the State. Specialty items may be performed by subcontract and the amount of any such specialty items performed may be deducted from the total original contract price before computing the amount of work required to be performed by the contractor's own organization (23 CFR 635). 14 417 1 a. "Its own organization" shall be construed to Include only workers employed and paid directly by the prime contractor and equipment owned or rented by the prime contractor, with or without operators. Such term does not include employees or equipment of a subcontractor, assignee, or agent of the prime contractor. b. "Specialty Items" shall be construed to be limited to work that requires highly specialized knowledge, abilities, or equipment not ordinarily available in the type of contracting organizations qualified and expected to bid on the contract as a whole and in general are to be limited to minor components of the overall contract. 2. The contract amount upon which the requirements set forth in paragraph 1 of Section VII is computed includes the cost of material and manufactured products which are to be purchased or produced by the contractor under the contract provisions. 3. The contractor shall furnish (a) a competent superintendent or supervisor who is employed by the firm,has full authority to direct performance of the work in accordance with the contract requirements, and is in charge of all construction operations (regardless of who performs the work) and (b) such other of its own organizational resources (supervision, management, and engineering services) as the SHA contracting officer determines is necessary to assure the performance of the contract. 4. No portion of the contract shall be sublet, assigned or otherwise disposed of except with the written consent of the SHA contracting officer, or authorized representative, and such consent when given shall not be construed to relieve the contractor of any responsibility for the fulfillment of the contract. Written consent will be given only after the SHA has assured that each subcontract is evidenced in writing and that it contains all pertinent provisions and requirements of the prime contract. VIII. SAFETY: ACCIDENT PREVENTION 1. In the performance of this contract the contractor shall comply with all applicable Federal, State, and local laws goveming safety, health, and sanitation (23 CFR 635). The contractor shall provide all safeguards, safety devices and protective equipment and take any other needed actions as it determines, or as the SHA contracting officer may determine, to be reasonably necessary to protect the life and health of employees on the job and the safety of the public and to protect property in connection with the performance of the work covered by the contract. 2. It is a condition of this contract, and shall be made a condition of each subcontract, which the contractor enters into pursuant to this contract, that the contractor and any subcontractor shall not permit any employee, in performance of the contract, to work in surroundings or under conditions which are unsanitary, hazardous or dangerous to his/her health or safety, as determined under construction safety and health standards (29 CFR 1926) promulgated by the Secretary of Labor, in accordance with Section 107 of the Contract Work Hours and Safety Standards Act (40 U.S.C. 333). 15 418 3. Pursuant to 29 CFR 1926.3, it is a condition of this contract that the Secretary of Labor or authorized representative thereof, shall have right of entry to any site of contract performance to inspect or investigate the matter of compliance with the construction safety and health standards and to carry out the duties of the Secretary under Section 107 of the Contract Work Hours and Safety Standards Act (40 U.S.C. 333). IX. FALSE STATEMENTS CONCERNING HIGHWAY PROJECTS In order to assure high quality and durable construction in conformity with approved plans and specifications and a high degree of reliability on statements and representations made by engineers, contractors, suppliers, and workers on Federal -aid highway projects, it is essential that all persons concerned with the project perform their functions as carefully, thoroughly, and honestly as possible. Willful falsification, distortion, or misrepresentation with respect to any facts related to the project is a violation of Federal law. To prevent any misunderstanding regarding the seriousness of these and similar acts, the following notice shall be posted on each Federal -aid highway project (23 CFR 635) in one or more places where it is readily available to all persons concerned with the project: NOTICE TO ALL PERSONNEL ENGAGED ON FEDERAL -AID HIGHWAY PROJECTS 18 U.S.C. 1020 reads as follows: "Whoever, being an officer, agent, or employee of the United States, or of any State or Territory, or whoever, whether a person, association, firm, or corporation, knowingly makes any false statement, false representation, or false report as to the character, quality, quantity, or cost of the material used or to be used, or the quantity or quality of the work performed or to be performed, or the cost thereof in connection with the submission of plans, maps, specifications, contracts, or costs of construction on any highway or related project submitted for approval to the Secretary of Transportation; or Whoever knowingly makes any false statement, faise representation, false report or false claim with respect to the character, quality, quantity, or cost of any work performed or to be performed, or materials furnished or to be furnished, in connection with the construction of any highway or related project approved by the Secretary of Transportation; or Whoever knowingly makes any false statement or false representation as to material fact in any statement, certificate, or report submitted pursuant to provisions of the Federal-ald Roads Act approved July 1, 1916, (39 Stat. 355), as amended and supplemented; Shall be fined not more that $10, 000 or imprisoned not more than 5 years or both." 16 419 1 X. IMPLEMENTATION OF CLEAN AIR ACT AND FEDERAL WATER POLLUTION CONTROL ACT (Applicable to all Federal -aid construction contracts and to all related subcontracts of $100,000 or more.) By submission of this bid or the execution of this contract, or subcontract, as appropriate, the bidder, Federal -aid construction contractor, or subcontractor, as appropriate, will be deemed to have stipulated as follows: 1. That any facility that is or will be utilized in the performance of this contract, unless such contract is exempt under the Clean Air Act, as amended (42 U.S.C. 1857 et sec ., as amended by Pub.L. 91-604), and under the Federal Water Pollution Control Act, as amended (33 U.S.C. 1251 et seq., as amended by Pub.L. 92-500), Executive Order 11738, and regulations in implementation thereof (40 CFR 15) is not listed, on the date of contract award, on the U.S. Environmental Protection Agency (EPA) List of Violating Facilities pursuant to 40 CFR 15.20. 2. That the firm agrees to comply and remain in compliance with all the requirements of Section 114 of the Clean Air Act and Section 308 of the Federal Water Pollution Control Act and all regulations and guidelines listed thereunder. 3. That the firm shall promptly notify the SHA of the receipt of any communication from the Director, Office of Federal Activities, EPA, indicating that a facility that is or will be utilized for the contract is under consideration to be listed on the EPA List of Violating Facilities. 4. That the firm agrees to include or cause to be included the requirements of paragraph 1 through 4 of this Section X in every nonexempt subcontract, and further agrees to take such action as the government may direct as a means of enforcing such requirements. XI. CERTIFICATION REGARDING DEBARMENT, SUSPENSION, INELIGIBILITY AND VOLUNTARY EXCLUSION 1. Instructions for Certification - Primary Covered Transactions: (Applicable to all Federal -aid contracts - 49 CFR 29) a. By signing and submitting this proposal, the prospective primary participant is providing the certification set out below. b. The inability of a- person to provide the certification set out below will not necessarily result in denial of participation in this covered transaction. The prospective participant shall submit an explanation of why it cannot provide the certification set out below. The certification or explanation will be considered in connection with the department or agency's determination whether to enter into this transaction. However, failure of the prospective primary participant to furnish a certification or an explanation shall disqualify such a person from participation in this transaction. 17 420 c. The certification in this clause is a material representation of fact upon which reliance was placed when the department or agency determined to enter into this transaction. If it is later determined that the prospective primary participant knowingly rendered an erroneous certification, in addition to other remedies available to the Federal Govemment,. the department or agency may terminate this transaction for cause of default. d. The prospective primary participant shall provide immediate written notice to the department or agency to whom this proposal is submitted if any time the prospective primary participant teams that its certification was erroneous when submitted or has become erroneous by reason of changed circumstances. e. The terms "covered transaction," "debarred," "suspended," "ineligible," "lower tier covered transaction," "participant," "person," "primary covered transaction," "principal," "proposal," and "voluntarily excluded," as used in this clause, have the meanings set out in the Definitions and Coverage sections of rules implementing Executive Order 12549. You may contact the department or agency to which this proposal is submitted for assistance in obtaining a copy of those regulations. f. The prospective primary participant agrees by submitting this proposal that, should the proposed covered transaction be entered into, it shall not knowingly enter into any lower tier covered transaction with a person who is debarred, suspended, declared Ineligible, or voluntarily excluded from participation In this covered transaction, unless authorized by the department or agency entering into this transaction. g. The prospective primary participant further agrees by submitting this proposal that it will include the clause titled "Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion -Lower Tier Covered Transaction," provided by the department or agency entering into this covered transaction, without modification, in all lower tier covered transactions and in all solicitations for lower tier covered transactions. h. A participant in a covered transaction may rely upon a certification of a prospective participant in a lower tier covered transaction that is not debarred, suspended, ineligible, or voluntarily excluded from the covered transaction, unless It knows that the certification is erroneous. A participant may decide the method and frequency by which it determines the eligibility of its principals. Each participant may, but is not required to, check the nonprocurement portion of the "Lists of Parties Excluded From Federal Procurement or Nonprocurement Programs" (Nonprocurement List) which is compiled by the General Services Administration. Nothing contained in the foregoing shallbe construed to require establishment of a system of records in order to render In good faith the certification required by this clause. The knowledge and information of participant is not required to exceed that which is normally possessed by a prudent person in the ordinary course of business dealings. 18 421 1. Except for transactions authorized under paragraph f of these instructions, if a participant in a covered transaction knowingly enters into a lower tier covered transaction with a person who is suspended, debarred, ineligible, or voluntarily excluded from participation in this transaction, in addition to other remedies available to the Federal Government, the department or agency may terminate this transaction for cause or default. Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion- -Primary Covered Transactions 1. The prospective primary participant certifies to the best of its knowledge and belief, that it and its principals: a. Are not presently debarred, suspended, proposed for debarment, declared ineligible, or voluntarily excluded from covered transactions by any Federal department or agency; b. Have not within a 3 -year period preceding this proposal been convicted of or had a civil judgement rendered against them for commission of fraud or a criminal offense in connection with obtaining, attempting to obtain, or performing a public (Federal, State or local) transaction or contract under a public transaction; violation of Federal or State antitrust statutes or commission of embezzlement, theft, forgery, bribery, falsification or destruction of records, making false statements, or receiving stolen property; c. Are not presently indicted for or otherwise criminally or civilly charged by a govemmental entity (Federal, State or local) with commission of any of the offenses enumerated in paragraph 1 b of this certification; and d. Have not within a 3 -year period preceding this application/proposal had one or more public transactions (Federal, State or local) terminated for cause or default. 2. Where the prospective primary participant is unable to certify to any of the statements in this certification,such prospective participant shall attach an exp[anation to this proposal. 2. Instructions for Certification - Lower Tier Covered Transactions: (Applicable to all subcontracts, purchase orders and other lower tier transactions of $25,000 or more - 49 CFR 29) a. By signing and submitting this proposal, the prospective lower tier is providing the certification set out below. 19 422 b. The certification in this clause Is a material representation of fact upon which reliance was placed when this transaction was entered into. If it is later determined that the prospective lower tier participant knowingly rendered an erroneous certification, in addition to other remedies available to the Federal Government, the department, or agency with which this transaction originated may pursue available remedies, including suspension and/or debarment. c. The prospective lower tier participant shall provide immediate written notice to the person to which this proposal is submitted if at any time the prospective lower tier participant learns that its certification was erroneous by reason of changed circumstances. d. The terms "covered transaction," "debarred," "suspended," "ineligible," "primary covered transaction," "participant," "person," "principal," "proposal," and "voluntarily excluded," as used in this clause, have the meanings set out in the Definitions and Coverage sections of rules implementing Executive Order 12549. You may contact the person to which this proposal is submitted for assistance in obtaining a copy of those regulations. e. The prospective lower tier participant agrees by submitting this proposal that, should the proposed covered transaction be entered into, it shall not knowingly enter into any lower tier covered transaction with a person who is debarred, suspended, declared Ineligible, or voluntarily excluded from participation In this covered transaction, unless authorized by the department or agency with which this transaction originated. f. The prospective lower tier participant further agrees by submitting this proposal that it will include this clause titled "Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion -Lower Tier Covered Transaction," without modification, in all lower tier covered transactions and in all solicitations for lower tier covered transactions. 9. A participant in a covered transaction may rely upon a certification of a prospective participant in a lower tier covered transaction that is not debarred, suspended, ineligible, or voluntarily excluded from the covered transaction, unless it knows that the certification is erroneous. A participant may decide the method and frequency by which it determines the eligibility of its principals. Each participant may, but is not required to, check the Nonprocurement List. h. Nothing contained in the foregoing shall be construed to require establishment of a system of records in order to render in good faith the certification required by this clause. The knowledge and Information of participant is not required to exceed that which is normally possessed by a prudent person in the ordinary course of business dealings. i. Except for transactions authorized under paragraph e of these instructions, if a participant in a covered transaction knowingly enters into a lower tier covered transaction with a person who is suspended, debarred, ineligible, or voluntarily excluded from participation in this transaction, in addition to other remedies available to the Federal Government, the department or agency with which this transaction originated may pursue available remedies, Including suspension and/or debarment. Certifllcation Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion --Lower Tier Covered Transactions: 1. The prospective lower tier participant certifies, by submission of this proposal, that neither it nor its principals is presently debarred, suspended, proposed for debarment, declared ineligible, or voluntarily excluded from participation In this transaction by any Federal department or agency. 2. Where the prospective lower tier participant is unable to certify to any of the statements in this certification, such prospective participant shall attach an explanation to this proposal. XII. CERTIFICATION REGARDING USE OF CONTRACT FUNDS FOR LOBBYING (Applicable to all Federal -aid construction contracts and to all related subcontracts which exceed $100,000 - 49 CFR 20) 1. The prospective participant certifies, by signing and submitting this bid or proposal, to the best of his or her knowledge and belief, that: a. No Federal appropriated funds have been paid or will be paid, by or on behalf of the undersigned, to any person for influencing or attempting to influence an officer or employee of any Federal agency, a Member of Congress, an officer or employee of Congress, or an employee of a Member of Congress in connection with the awarding of any Federal contract, the making of any Federal grant, the making of any Federal loan, the entering into of any cooperative agreement, and the extension, continuation, renewal, amendment, or modification of any Federal contract, grant, loan, or cooperative agreement. b. If any funds other than Federal appropriated funds have been paid or will be paid to any person for influencing or attempting to influence an officer or employee of any Federal agency, a Member of Congress, an officer or employee of Congress, or an employee of a Member of Congress in connection with this Federal contract, grant, loan, or cooperative agreement, the undersigned shall complete and submit Standard Form -LLL, "Disclosure Form to Report Lobbying," in accordance with its instructions. 21 424 2. This certification is a material representation of fact upon which reliance was placed when this transaction was made or entered into. Submission of this certification is a prerequisite for making or entering into this transaction imposed by 31 U.S.C. 1352. Any person who fails to file the required certification shall be subject to a civil penalty of not less than $10,000 and not more than $100,000 for each such failure. 3. The prospective participant also agrees by submitting his or her bid or proposal that he or she shall require that the language of this certification be included in all lower tier subcontracts, which exceed $100,000 and that all such recipients shall certify and disclose accordingly. 22 425 ATTACHMENT A - EMPLOYMENT PREFERENCE FOR APPALACHIAN CONTRACTS (Applicable to Appalachian contracts only.) 1. During the performance of this contract, the contractor undertaking to do work which is, or reasonably may be, done as on-site work, shall give preference to qualified persons who regularly reside in the labor area as designated by the DOL wherein the contract work is situated, or the subregion, or the Appalachian counties of the State wherein the contract work is situated, except: a. To the extent that qualified persons regularly residing in the area are not available. b. For the reasonable needs of the contractor to employ supervisory or specially experienced personnel necessary to assure an efficient execution of the contract work. c. For the obligation of the contractor to offer employment to present or former employees as the result of a lawful collective bargaining contract, provided that the number of nonresident persons employed under this subparagraph 1c shall not exceed 20 percent of the total number of employees employed by the contractor on the contract work, except as provided in subparagraph 4 below. 2. The contractor shall place a job order with the State Employment Service indicating (a) the classifications of the laborers, mechanics and other employees required to perform the contract work, (b) the number of employees required in each classification, (c) the date on which he estimates such employees will be required, and (d) any other pertinent information required by the State Employment Service to complete the job order form. The job order may be placed with the State Employment Service in writing or by telephone. If during the course of the contract work, the information submitted by the contractor in the original job order is substantially modified, he shall promptly notify the State Employment Service. 3. The contractor shall give full consideration to all qualified job applicants referred to him by the State Employment Service. The contractor is not required to grant employment to any job applicants who, in his opinion, are not qualified to perform the classification of work required. 4. If, within 1 week following the placing of a job order by the contractor with the State Employment Service, the State Employment Service is unable to refer any qualified job applicants to the contractor, or less than the number requested, the State Employment Service will forward a certificate to the contractor indicating the unavailability of applicants. Such certificate shall be made a part of the contractor's permanent project records. Upon receipt of this certificate, the contractor may employ persons who do not normally reside in the labor area to fill positions covered by the certificate, notwithstanding the provisions of subparagraph lc above. 5. The contractor shall include the provisions of Sections 1 through 4 of this Attachment A in every subcontract for work which is, or reasonably may be, done as on-site work. 23 426 AMENDMENT REQUIRED CONTRACT PROVISIONS FEDERAL -AID CONSTRUCTION CONTRACTS (Exclusive of Appalachian Contracts) Section I, General, is supplemented with the following: 7. Section 902 of the American Recovery and Reinvestment Act (ARRA) of 2009 requires that each contract awarded using ARRA funds must include a provision that provides the U.S. Comptroller General and his representatives with the authority to: "(1) to examine any records of the contractor or any of its subcontractors, or any State or local agency administering such contract, that directly pertain to, and involve transactions relating to, the contract or subcontract; and (2) to interview any officer or employee of the contractor or any of Its subcontractors, or of any State or local government agency administering the contract, regarding such transactions." The Contractor shall include the following provision in all contracts, subcontracts, and other contracts for services for an ARRA funded project: "Accordingly, the Comptroller General and his representatives shall have the authority and rights as provided under Section 902 of the ARRA with respect to this contract, which .is funded with funds made available under the ARRA. Section 902 further states that nothing in this section shall be interpreted to limit or restrict in any way any existing authority of the Comptroller General." "Section 1515(a) of the ARRA provides authority for any representatives of the Inspector General to examine any records or interview any employee or officers working on this contract. The contractor is advised that representatives of the inspector general have the authority to examine any record and interview any employee or officer of the contractor, its subcontractors or other firms working on this contract. Section 1515(b) further provides that nothing in this section shall be Interpreted to limit or restrict in any way any existing authority of an inspector general." Under Section II, Paragraph 8b is revised as follows: The reference to 49 CFR 23 is revised to read 49 CFR 26. Under Section II, Paragraph 8b is supplemented with the following: The contractor, sub -recipient or subcontractor shall not discriminate on the basis of race, color, national origin, or sex in the performance of this contract. The contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of USDOT- assisted contracts. Failure, by the contractor to carry out these requirements is a material breach of this contract, which may result in the termination of this contract or such other remedy as the recipient deems appropriate. Amendment to Fomi FHWA 1273 Revised March 26, 2009 1 427 Under Section II, in accordance with standard specification 1-08.1(1) and applicable RCWs a new paragraph 8d is added as follows: The contractor or subcontractor agrees to pay each subcontractor under this prime contract for satisfactory performance of its contract and/or agreement no later than ten (10) days from the receipt of each payment the prime contractor receives from WSDOT or its sub -recipients. The prime contractor agrees further to return retainage payments to each subcontractor within ten (10) days after the subcontractor's work is satisfactorily completed. Any delay or postponement of payment from the above referenced time frame may occur only for good cause following written approval of the WSDOT. This clause covers both DBE and non -DBE contractors. Under Section IV, the applicability statement Is supplemented with the following: (Applicable to all ARRA funded construction contracts and related subcontracts regardless of location, including projects on local roads or rural minor collectors, and Transportation Enhancement projects outside the highway right-of-way.) Under Section IV, Paragraph 2b(4) is deleted. Under Section IV, Paragraph 4, "and helpers" is deleted from the title. Under Section IV, Paragraph 4a(1), add: The provisions In this section allowing apprentices to work at less than the predetermined rate when they are registered in a bona fide apprenticeship program registered with the U.S. Departrnent of Labor, Employment and Training Administration, or with the Bureau of Apprenticeship and Training, does not preclude a requirement for the Contractor to pay apprentices the full applicable predetermined rate in the event a State Apprenticeship Agency, recognized by the Bureau, has not approved, or withdraws approval, of an apprenticeship program. Under Section IV, Paragraph 4c is deleted. Under Section IV, Paragraph 6 is revised by deleting "helpers" and "helper". Under Section IV, Paragraph 7 is revised by deleting "helpers". Under Section V, the applicability statement is supplemented with the following: (Applicable to all ARRA funded construction contracts and related subcontracts regardless of location, including projects on local roads or rural minor collectors, and Transportation Enhancement projects outside the highway right-of-way.) Under Section V, Paragraph 2a is revised by deleting "helpers". Amendment to Form FHWA 1273 Revised March 26, 2009 2 428 Under Section V, Paragraph 2b, the first sentence is revised to read: "The payroll records shall contain the name and an individually identifying number (e.g., the last four digits of the employees social security number) for each such employee; his or her correct classification; hourly rates of wages paid (Including rates of contributions or costs anticipated for bona fide fringe benefits or cash equivalent thereof the types described in Section 1(b)(2)(B) of the Davis Bacon Act); daily and weekly number of hours worked; deductions made; and actual wages paid. Payrolls shall not include the full social security number and home address of covered workers. Contractors and subcontractors shall maintain the full social security number and home address of each covered worker and shall provide them to the SHA upon request" Under Section V, Paragraph 2d(2) is revised by deleting "helper". Section VI, Records Of Material, Supplies, And Labor, is deleted Amendment to Form FHWA 1273 Revised March 26, 2009 3 429 CONTRACT THIS AGREEMENT, made and entered into in triplicate, this 7th day of January, 2010, by and between the City of Yakima, hereinafter called the Owner, and Apollo Inc., a Washington Corporation, hereinafter called the Contractor WITNESSETH: That in consideration of the terms and conditions contained herein and attached and made a part of this agreement, the parties hereto covenant and agree as follows. I. The Contractor shall do all work and furnish all tools, materials, labor and equipment for THE BID AMOUNT OF. $11,169,856.03, for Yakima Railroad Grade Separations — Phase 2, Project No. 1818, all in accordance with, and as described in the attached plans and specifications and the 2008 Standard Specifications for Road, Bridge, and Municipal Construction which are �• by this reference incorporated herein and made a part hereof, and shall perform any alterations in or additions to the work provided under this contract and every part thereof. WA"! CZglend, 4-3 Work shall start within twenty (20) days after the Notice to Proceed and shall be completed in Two Hundred working t� days. The first chargeable working day shall be the 11th working day after the date on which the City issues the Notice to Proceed. If said work is not completed within the time specified, the Contractor agrees to pay to the Owner the sum specified in the Standard Specifications for each and every day said work remains uncompleted after expiration of the specified time, as liquidated damages. The Contractors shall provide and bear the expense of all equipment, work and labor of any sort whatsoever that may be required for the transfer of materials and for constructing and completing the work provided for in this contract and every part thereof, except such as are mentioned in the specifications to be furnished by the City of Yakima. II. The City of Yakima hereby promises and agrees with the Contractor to employ, and does employ the Contractor to provide the materials and to do and cause to be done the above described work and to complete and finish the same according to the attached plans and specifications and the terms and conditions herein contained and hereby contracts to pay for the same according to the attached specifications and the schedule of unit or itemized prices hereto attached, at the time and in the manner and upon the conditions provided for in this contract. III. INDEMNIFICATION. The Contractor shall defend, indemnify, and hold harmless the City, its officers, elected officials, employees and agents from and against any and all claims, causes of action, damages, losses, and expenses of any kind or nature whatsoever, including but not Imited to, attorney's fees and court costs, arising out of, relating to, orresulting from the Contractor's performance or non-performance of the services, duties and obligations required of it under this Agreement. IV The Contractor for himself, and for his heirs, executors, administrators, successors, and assigns, does hereby agree to the full performance of all the covenants herein contained upon the part of the Contractor. V It is further provided that no liability shall attach to the City of Yakima by reason of entering into this contract, except as expressly provided herein. IN WITNESS WHEREOF the parties hereto have caused this agreement to be executed the day and year first herein above written. Countersigned: CITY OF YAKIMA th day of��vit.--) 2010. Apo City Ma ger City Clerk Attest: CONTRACTOR o, Inca WA Corporation Contractor By�V Angie Hasch (Print Name) Its Corporate Secretary Address. 1133 (resr,t,iewrie uoirtuml�ia Drive Kennewick, WA 99336 430 Addendum No 2 PERFORMANCE BOND No. 105388146 BOND TO CITY OF YAKIMA KNOW ALL MEN BY THESE PRESENTS: That we, the undersigned, Apollo, Inc . a WA Travelers Casualty and Surety Corporation as Principal and Company of America a corporation organized and existing under the laws of the State of •• CT as a surety corporation, and qualified under the laws of the State of Washington to become surety upon bonds of contractors with municipal corporations, as surety, are jointly and severally held and firmly bound to the CITY OF YAKIMA in the penal sum of $11,169,856.03 for the payment of which sum on demand we bind ourselves and our successors, heirs, administrators or personal representatives, as the case may be. This obligation is entered into in pursuance of the statutes of the State of Washington, the Ordinances of the CITY OF YAKIMA. DATED at Yakima, Washington, this26th day of JarlarY , 2010 Never -the -less, the conditions of the above obligations are such that: WHEREAS, pursuant to action taken by the Yakima City Council on , 20 , the City Manager and City Clerk of the CITY OF YAKIMA has let or is about to let to the said Apollo, Inc . the above bounded Principal, a certain contract, the said contract being numbered 1.81 8 , and providing for Yakima Pailrcad G Se arati r s (which contract is referred to herein and is made a part hereof as though attached hereto); and, Pha.% 2 — Lirnoln Averue WHEREAS, the said Principal has accepted, or is about to accept, the said contract, and undertake to perform the work therein provided for in the manner and within the time set forth; NOW THEREFORE, if the said Apollo , Inc . shall faithfully perform all of the provisions of said contract in the manner and within the time therein set forth, or within such extensions of time as may be granted under said contract, and shall pay all laborers, mechanics, sub -contractors and material men, and all persons who shall supply said principal or sub -contractors with provisions and supplies for the carrying on of said work, and shall hold said CITY OF YAKIMA, their employees, agents, and elected or appointed officials, harmless from any damage, occasioned to any person or property by reason of any carelessness or negligence on the part of said principal, or any sub- contractor in the performance of said work and shall indemnify and hold the CITY OF YAKIMA, its employees, agents, and elected or appointed officials, harmless from any damage or expense by reason of failure of performance as specified in said contract or from defects appearing or developing in the material or workmanshi.. .rovided or performed under said contract, then and in that event this obligation shall be void; but otherwise it shall be and remaifull force and effect. Approved as to tom City Attomey) (Print Name) its: Corporate Secretary (President, Owner, etc...) Travelers Casualty and Surety Company of America (Surety) By, Kenneth J. Frick (Print Name) Its: Attorney -in -Fact 432 TRAVELERS J WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER POWER OF ATTORNEY Farmington Casualty Company Fidelity and Guaranty Insurance Company Fidelity and Guaranty Insurance Underwriters, Inc. St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company St. Paul Mercury Insurance Company Travelers Casualty and Surety Company Travelers Casualty and Surety Company of America United States Fidelity and Guaranty Company Attorney -In Fact No. 218701 Certificate No. 003141420 KNOW ALL MEN BY THESE PRESENTS. That St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company and St. Paul Mercury Insurance Company are corporations duly organized under the laws of the State of Minnesota, that Farmington Casualty Company, Travelers Casualty and Surety Company, and Travelers Casualty and Surety Company of America are corporations duly organized under the laws of the State of Connecticut, that United States Fidelity and Guaranty Company is a corporation duly organized under the laws of the State of Maryland, that Fidelity and Guaranty Insurance Company is a corporation duly organized under the laws of the State of Iowa, and that Fidelity and Guaranty Insurance Underwriters, Inc., is a corporation duly organized under the laws of the State of Wisconsin (herein collectively called the "Companies"), and that the Companies do hereby make, constitute and appoint Donna S Martinez, Kenneth J Frick, and Alex B Hodge of the City of Yakima , State of Washington , their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign, execute, seal and acknowledge any and all bonds, recognizances, conditional undertakings and other writings obligatory 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. io s or<p yceedings allowed by law S �1 r p n C% IN WITNFSS WHEREOF, the Companies have caused this instrument to be signed and theincorporate seals to be hereto affixed, this 21St day of ay 1` fit. �� � F � Farmington Casualty Company „<f),\ Fidelity and Guarantytlnsurance Comany, (, Fidelity and Guaranty Insurance Underwriters, Inc. St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company u y 2009 �� State of Connecticut City of Hartford ss. o�!•N.. NSG\ 0t 1y�,'•;SE 8L,.6'3 St. Paul Mercury Insurance Company Travelers Casualty and Surety Company Travelers Casualty and Surety Company of America United States Fidelity and Guaranty Company By ce President On this the 21St dayof July 2009 , before me personally appeared George W Thompson, who acknowledged himself to be the Senior Vice President of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United States Fidelity and Guaranty Company, and that he, as such, being authorized so to do, executed the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. In Witness Whereof, I hereunto set my hand and official seal. My Commission expires the 30th day of June, 2011 58440-4-09 Printed in U.S.A. awe C. Marie C. Tetreault, Notary Public WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER This Power of Attorney is granted under and by the authority of the following resolutions adopted by the Boards of Directors of Farmington Casualty Company,„ ictelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance. Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United States Fidelity and Guaranty Company, which resolutions are now in full force and effect, reading as follows: RESOLVED, that the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Agents to act for and on behalf of the Company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her; and it is FURTHER RESOLVED, that the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary; and it is FURTHER RESOLVED, that any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary; or (b) duly executed (under seal, if required) by one or more Attorneys -in -Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority; and it is FURTHER RESOLVED, that the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any Power of Attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such Power of Attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding on the Company in the future with respect to any bond or understanding to which it is attached. I, Kori M. Johanson, the undersigned, Assistant Secretary, of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St Paul Fire and Marine Insurance Company, St. Paul Guardian Jusivance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United,States Fidelity and Guaranty Company do hereby certify that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Compan es; which;, -is Agit force and effect and has not been revoked. ti V-526th January 1 0 IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed the seals of said bmpanies this day of 20 Kori M. Johansdu.(Assistant Secretary To verify the authenticity of this Power of Attorney, call 1-800-421-3880 or contact us at www.travelersbond.com. Please refer to the Attorney -In -Fact number, the above-named individuals and the details of the bond to which the power is attached. WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER RETAINAGE BOND (RCW 60 28 011) Bond No. 105388147 KNOW ALL MEN BY THESE PRESENTS, that Apollo, Inc. a corporation existing under and by virtue of the laws of the State of WA and authonzed to do business in the State of Washington as Pnncipal, and Travelers Casualty and Surety Company of America , a corporation organized and existing under the laws of the State of CT and authorized to transact business in the State of Washington as Surety, are jointly and severally held and bound unto city of Yakima as Obligee in the penal sum of **** $558, 492.81 **** Dollars ($558,492.81 ), which is 5% of the Pnncipal's contract with Obligee for Yakima Railroad Grade Separations Phase 2 -Lincoln Avenue WHEREAS, on the 7th day of January ,2010 , the said Pnncipal, herein, executed a contract with the Obligee as described above. WHEREAS, said contract and RCW 60.28 require Obligee to withhold from the Principal the sum of 5% from momes earned on estimates during the progress of the construction, hereinafter referred to as earned retained funds. AND NOW WHEREAS, Principal, pursuant to RCW 60.28.011, has requested that the Obligee not retain any earned retained funds as allowed under RCW 60.28 NOW, THEREFORE, the condition of this obligation is such that the Surety is held and bound unto the Obligee in the penal sum of 5° o of the final contract cost which shall include any increases due to change orders, increases m quantities of work or the addition of any new item of work. If the Principal shall use the earned retained funds, which will not be retained, for the purposes of RCW 60.28, then this obligation shall be null and void; otherwise, it, remain in full force and effect. PROVIDED, HOWEVER that any sunt under this bond must be instituted within the time period provided by applicable Washington State law. WITNESS our hands this 27th clay of January \2010 - Apollo, Inc Travelers Casualty an of America Angie Haisch rporate S etary Surety Company Kenneth J. F ick Attorney -in -Fact TRAVELERS J WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER POWER OF ATTORNEY Farmington Casualty Company Fidelity and Guaranty Insurance Company Fidelity and Guaranty Insurance Underwriters, Inc. St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company St. Paul Mercury Insurance Company Travelers Casualty and Surety Company Travelers Casualty and Surety Company of America United States Fidelity and Guaranty Company Attorney -In Fact No. 218701 Certificate No. 0 0 31 41 4 3 4 KNOW ALL MEN BY THESE PRESENTS. That St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company and St. Paul Mercury Insurance Company are corporations duly organized .under the laws of the State of Minnesota, that Farmington Casualty Company, Travelers Casualty and Surety Company, and Travelers Casualty and Surety Company of America are corporations duly organized under the laws of the State of Connecticut, that United States Fidelity and Guaranty Company is a corporation duly organized under the laws of the State of Maryland, that Fidelity and Guaranty Insurance Company is a corporation duly organized under the laws of the State of Iowa, and that Fidelity and Guaranty Insurance Underwriters, Inc., is a corporation duly organized under the laws of the State of Wisconsin (herein collectively called the "Companies"), and that the Companies do hereby make, constitute and appoint Donna S. Martinez, Kenneth J Frick, and Alex B Hodge of the City of Yakima , State of Washington , their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign, execute, seal and acknowledge any and all bonds, recognizances, conditional undertakings and other writings obligatory 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 permrtted®in anya`c ions or,proceedings allowed by law �� IN WITNESS WHEREOF, the Companies have caused a:.:_ tetra.._t tote .L___ __—. _rate seal_ to be affixed, this 21st day of July 2009 State of Connecticut City of Hartford ss. Farmington Casualty Company Fidelity and Guaranty,Insurance° Company, .,, Fidelity and Guaranty Insurance Underwilters, Inc. St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company St. Paul Mercury Insurance Company Travelers Casualty and Surety Company Travelers Casualty and Surety Company of America United States Fidelity and Guaranty Company By ice President On this the 21st day of July 2009 before me personally appeared George W Thompson, who acknowledged himself to be the Senior Vice President of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United States Fidelity and Guaranty Company, and that he, as such, being authorized so to do, executed the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. In Witness Whereof, I hereunto set my hand and official seal. My Commission expires the 30th day of June, 2011 58440-4-09 Printed in U.S.A. \.04/tilt c Marie C. Tetreault, Notary Public WARNING: THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER WARNING: THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER This Power of Attorney is granted under and by the authority of the following resolutions adopted by the Boards of Directors of Farmington Casualty Company, Fidelis* and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casually and Surety Company, Travelers Casualty and Surety Company of America, and United States i Fidelity and Guaranty Company, which resolutions are now in full force and effect, reading as follows: RESOLVED, that the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Agents to act for and on behalf of the Company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her; and it is FURTHER RESOLVED, that the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary; and it is FURTHER RESOLVED, that any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary; or (b) duly executed (under seal, if required) by one or more Attorneys -in -Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority; and it is FURTHER RESOLVED, that the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any Power of Attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such Power of Attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding on the Company in the future with respect to any bond or understanding to which it is attached. I, Kori M. Johanson, the undersigned, Assistant Secretary, of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United,_States Fidelity and Guaranty Company do hereby certify that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies;>which;is in°full force and effect and has not been revoked. IN TESTIMONY WHEREOF, I have hereunto set my hand andaffixed the seals of saidGompanies this 27th day of January , 201 0 Kori M. Johansdu/Assistant Secretary To verify the authenticity of this Power of Attorney, call 1-800-421-3880 or contact us at www.travelersbond.com. Please refer to the Attorney -In -Fact number, the above-named individuals and the details of the bond to which the power is attached. WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Client#: 6871 APOLINC ACORDTM CERTIFICATE OF LIABILITY INSURANCE (MM/D10D/YYYY) TYPE OF INSURANCE PRODUCER Parker Smith & Feek, Inc. Bellevue 425-709-3600 (425-709-3600) 2233 112th Avenue NE Bellevue, WA 98004 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE NAIC # INSURED Apollo, Inc. P 0 Box 7305 Kennewick, WA 99336 INSURER A. Charter Oak Fire Insurance Co. GENERAL INSURER B. Travelers Indemnity Co. of America DTC0526D8509- COF09 INSURER C: 08/25/10 INSURER D. $1,000,000 INSURER E. AMAGE ED PREM SES (Ea occcurrrence) COVERAGES 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. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR ADD'L NSRC TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE (MM/DD/YYl POLICY EXPIRATION DATE (MM/DD/YY) LIMITS A X GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY DTC0526D8509- COF09 08/25/09 08/25/10 EACH OCCURRENCE $1,000,000 X AMAGE ED PREM SES (Ea occcurrrence) $300,000 CLAIMS MADE X OCCUR MED EXP (Any ane person) $10,000 X PD Ded: $20,000 PERSONAL &ADV INJURY $1,000,000 GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: POLICY n JECT n LOC PRODUCTS - COMP/OP AGG $2,000,000 7 B AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS DT81052608509- TIA09 08/25/09 08/25/10 COMBINED SINGLE LIMIT (Ea accident) $1,000,00() X BODILY INJURY (Per person) $ — BODILY INJURY (Per accident) $ — PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO - AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ AUTO ONLY' AGG $ EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR CLAIMS MADE AGGREGATE $ $ $ RDEDUCTIBLE RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? If yes, describe under SPECIAL PROVISIONS below DTC0526D8509C0F09 (WA STOP GAP) 08/25/09 08/255/10WC STATU- X OTH- TORY LIMITS ER E.L. EACH ACCIDENT $1,000,000 E.L. DISEASE - EA EMPLOYEE $1,000,000 E.L. DISEASE - POLICY LIMIT $1,000,000 OTHER DESCRIPTION OF OPERATIONS / LOCATIONS I VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS Re: Yakima Railroad Grade Separations Phase 2. City of Yakima, their agents, employees and elected or appointed officials are included as Additional Insureds per Endorsement CG D2 46 08 05 attached. Per project aggregate endorsement applies per Endorsement No. CG D2 11 01 (See Attached Descriptions) CERTIFICATE HOLDER CANCELLATION CITY OF YAKIMA 129 North Second Street Yakima, WA 98901 Ten Day Notice for Non Payment of Premium SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL jealentRIM MAIL 45 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,7U lma17ARIR >MOSUOUBcsxx x AUTHORIZED REPRESENTATIVE ACORD 25 (2001/08) 1 of 3 #M93186 TGBOO 0 ACORD CORPORATION 1988 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the,certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25-S (2001/08) 2 of 3 #M93186 DESCRIPTIONS (Continued from Page 1) 04 attached. AMS 25.3 (2001/08) 3 of 3 #M93186 COMMERCIAL GENERAL LIABILITY THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY BLANKET ADDITIONAL INSURED (CONTRACTORS) This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART 1. WHO IS AN INSURED — (Section II) is amended to include any person or organization that you agree in a "written contract requiring insurance" to include as an additional insured on this Cover- age Part, but: a) Only with respect to liability for "bodily injury", "property damage" or "personal injury"; and b) If, and only to the extent that, the injury or damage is caused by acts or omissions of you or your subcontractor in the performance of "your work" to which the "written contract requiring insurance" applies. The person or organization does not qualify as an additional insured with respect to the independent acts or omissions of such person or,.organization. 2. The insurance provided to the additional insured by this endorsement is limited as follows: a) In the event that the Limits of Insurance of this Coverage Part shown in the Declarations exceed the limits of liability required by the "written contract requiring insurance", the in- surance provided to the additional insured shall be limited to the limits of liability re- quired by that "written contract requiring in- surance". This endorsement shall not in- crease the limits of insurance described in Section 111— Limits Of Insurance. b) The insurance provided to the additional in- sured does not apply to "bodily injury", "prop- erty damage" or "personal injury" arising out of the rendering of, or failure to render, any professional architectural, engineering or sur- veying services, including: 1. The preparing, approving, or failing to prepare or approve, maps, shop draw- ings, opinions, reports, surveys, field or- ders or change orders, or the preparing, approving, or failing to prepare or ap- prove, drawings and specifications; and ii. Supervisory, inspection, architectural or engineering activities. c) The insurance provided to the additional in- sured does not apply to "bodily injury" or "property damage" caused by "your work" and included in the "products -completed op- erations hazard" unless the "written contract requiring insurance" specifically requires you to provide such coverage for that additional insured, and then the insurance provided to the additional insured applies only to such "bodily injury" or "property damage" that oc- curs before the end of the period of time for which the "written contract requiring insur- ance" requires you to provide such coverage or the end of the policy period, whichever is earlier. 3. The insurance provided to the additional insured by this endorsement is excess over any valid and collectible "other insurance", whether primary, excess, contingent or on any other basis, that is available to the additional insured for a loss we cover under this endorsement. However, if the "written contract requiring insurance" specifically requires that this insurance apply on a primary basis or a primary and non-contributory basis, this insurance is primary to "other insurance" available to the additional insured which covers that person or organization as a named insured for such loss, and we will not share with that "other insurance". But the insurance provided to the additional insured by this endorsement still is excess over any valid and collectible "other in- surance", whether primary, excess, contingent or on any other basis, that is available to the addi- tional insured when that person or organization is an additional insured under such "other insur- ance". 4. As a condition of coverage provided to the additional insured by this endorsement: a) The additional insured must give us written notice as soon as practicable of an "occur- rence" or an offense which may result in a claim. To the extent possible, such notice should include: CG. D2 46 08'05 © 2005 The St. Paul Travelers Companies, Inc. Page 1 of 2 COMMERCIAL GENERAL LIABILITY i. How, when and where the "occurrence" or offense took place; ii. The names and addresses of any injured persons and witnesses; and iii. The nature and location of any injury or damage arising out of the "occurrence" or offense. b) If a claim is made or "suit" is brought against the additional insured, the additional insured must: i. Immediately record the specifics of the claim or "suit" and the date received; and ii. Notify us as soon 'as practicable. The additional insured must see to it that we receive written notice of the claim or "suit" as soon as practicable. • c) The additional insured must immediately send us copies of all legal papers received in connection with the claim or "suit", cooperate with us in the investigation or settlement of the claim or defense against the "suit", and otherwise comply with all policy conditions. d) The additional insured must tender the de- fense and indemnity of any claim or "suit" to any provider of "other insurance" which would cover the additional insured for a Toss we cover under this endorsement. However, this condition does not affect whether the insur- ance provided to the additional insured by this endorsement is primary to "other insur- ance" available to the . additional insured which covers that person or organization as a named insured as described in paragraph 3. above. 5. The following definition is added to SECTION V. — DEFINITIONS: "Written contract requiring insurance means that part of any written contract or agreement under which you are required to include a person or organization as an additional in- sured on this Coverage Part, provided that the "bodily injury" and "property damage" oc- curs and the "personal injury" is caused by an offense committed: a. After the signing and execution of the contract or agreement by you; b. While that part of the contract or agreement is in effect; and c. Before the end of the policy period. Page 2 of 2 © 2005 The St. Paul Travelers Companies, Inc. CG D2 46 08 05 POLICY NUMBER: DTC0526D8509-COF09 COMMERCIAL GENERAL LIABILITY ISSUE DATE:' THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY DESIGNATED PROJECT(S) GENERAL AGGREGATE LIMIT This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART SCHEDULE Designated Project(s): EACH "PROJECT" FOR WHICH YOU HAVE AGREED, IN A WRITTEN CONTRACT WHICH IS IN EFFECT DURING THIS POLICY PERIOD, TO PROVIDE A SEPARATE GENERAL AGGREGATE LIMIT; PROVIDED THAT, THE CONTRACT I5 SIGNED AND EXECUTED BY ALL PARTIES TO THE CONTRACT PRIOR TO ANY .LOSS. .FOR WHICH COVERAGE IS SOUGHT. A. For all sums which the insured becomes legally Obligated to pay as damages caused by "occur- rences" under COVERAGE A. (SECTION 1), and for all medical expenses caused by accidents un- der COVERAGE C (SECTION 1), which can be attributed only to operations at a single desig- nated project' shown in the Schedule above: 1. A separate Designated Project General Ag- gregate Limit applies to each designated "pro- ject", and that limit is equal to the amount of the General Aggregate Lirnit shown in the Declarations, unless separate Designated Project General Aggregate(s) are sched- uled. above_ 2. The Designated Project General Aggregate Limit is the most we will pay for the sum of ail damages under COVERAGE A., except damages because of "bodily injury" or "prop- erty damage" included in the "products - completed operations hazard", and for medi- cal expenses under COVERAGE C, regard- less of the number of a. Insureds: b. Claims made or "suits" brought or c. Persons or organizations making claims or bringing"suits". CG D211: 01 04 Designated Project General Aggregate(s); GENERAL AGGREGATE LIMIT SHOWN ON THE DECLARATIONS 3. Any payments made under COVERAGE A. for damages or under COVERAGE C. for medical expenses shall reduce the Desig- nated Project General Aggregate Limit for 'that designated "project"., Such payments shall not reduce the General :Aggregate :Limit shown in the Declarations nor shall they re- duce any .other Designated' Project General Aggregate Limit for any other designated "project" shown in the Schedule above. 4. The limits shown in the Declarations far Each Occurrence, Damage To Premises Rented To You and Medical Expense continue to apply. However, instead of being'subject to the. General. Aggregate Limit shown in the Declarations, such limits will be subject to the applicable Designated Project General Ag- gregate Limit: B. For all .sums which the insured becomes .legally obligated to pay as damages caused. by "occur- rences" under COVERAGE A. (SECTION I), and for alt medical expenses caused by accidents un- der COVERAGE C. (SECTION' 1), which cannot be attributed only to operations at a: single desig- nated. "project° shown in the Schedule above: Copyright, The Travelers Indemnity Company, 2004 Page 1 of 2 COMMERCIAL GENERAL LIABILITY 1. Any payments made under COVERAGE A. for damages or under COVERAGE C. for medical expenses shall reduce the amount available under the General Aggregate Limit or the Products -Completed Operations Ag- gregate Limit, whichever is applicable; and 2. Such payments shall not reduce any Desig- nated Project General Aggregate Limit. C. Part 2. of SECTION III — LIMITS OF INSURANCE is deleted and replaced by the following: 2. The General Aggregate Limit is the most we will pay for the sum of: a. Damages under Coverage B; and b. Damages from "occurrences" under COVERAGE A (SECTION I) and for all medical expenses caused by accidents under COVERAGE C (SECTION I) which cannot be attributed only to operations at a single designated "project" shown in the SCHEDULE above. D. When coverage for liability arising out of the "products -completed operations hazard" is pro- vided, any payments for damages because of "bodily injury" or "property damage" included in the "products -completed operations hazard" will reduce the Products -Completed Operations Ag- gregate Limit, and not reduce the General Aggre- gate Limit nor the Designated Project General Aggregate Limit. E. For the purposes of this endorsement the Defini- tions Section is amended by the addition of the following definition: "Project" means an area away from premises owned by or rented to you at which you are per- forming operations pursuant to a contract or agreement. For the purposes of determining the applicable aggregate limit of insurance, each "project" that includes premises involving the same or connecting Tots, or premises whose con- nection is interrupted only by a street, roadway, waterway or right-of-way of a railroad shall be considered a single "project". F. The provisions of SECTION III — LIMITS OF INSURANCE not otherwise modified by this en- dorsement shall continue to apply as stipulated. Page 2 of 2 Copyright, The Travelers Indemnity Company, 2004 CG D2 11 01 04 MINIMUM WAGE AFFIDAVIT STATE OF WASHINGTON) ss COUNTY OF YAKIMA ) I, the undersigned, having been duly sworn, depose, say and certify that in connection with the performance of the work, payment for which this voucher is submitted, I have paid the following rate per hour to each classification of laborers, workmen, or mechanics, as indicated upon the attached list, now referred to and by such reference incorporated in and made an integral part hereof, for all such employed in the performance of such work; and no laborer, workman or mechanic so employed upon such work has been paid less than the prevailing rate of wage or Tess than the minimum rate of wages as specified in the principal contract; that I have read the above and foregoing statement and certificate, know the contents thereof and the substance as setforth therein is true to my knowledge and belief. Subscribed and swom to before me on this Contractor day of , 200 Notary Public in and for the State of Washington residing at 438 This page left intentionally blank. 439 PROPOSAL To the City Clerk Yakima, Washington This certifies that the undersigned has examined the location of: City of Yakima Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue City Project No. 1818 Federal Aid No.: STPX-NCPD-000S(062) and that the plans, specifications and contract governing the work embraced in this improvement, and the method by which payment will be made for said work, is understood. The undersigned hereby proposes to undertake and complete the work embraced in this improvement, or as much thereof as can be completed with the money available in accordance with the said plans, specifications and contract, and the following schedule of rates and prices. NOTE: Unit prices for all items, all extensions, and total amount of bid, shall be shown, and be written in ink or typed. Show unit prices in figures only. Figures written to the right of the dot (decimal) in the dollars column shall be considered as cents. 440 This page left intentionally blank. 441 1 ITEM PROPOSAL BID SHEET City of Yakima M Yakima Railroad Grade Separations 111'Phase 2 - Lincoln Avenue 1 111 Federal Aid No.: STPX-NCPD-000S(062) BASE BID: City Project No. 1818 ITEM NO. PROPOSAL ITEM PAYMENT SECTION QTY UNIT UNIT PRICE DOLLARS AMOUNT DOLLARS 1 MOBILIZATION 1-09.7 1 L.S i.6,6iDeo, OU J 7 7 L'' Dor , OC 2 FIELD OFFICE BUILDING 8-32.5 Special Provision 1 L.S 11� 00 I 1 "�, 00a 00 1 3 SPCC PLAN 1-07 15 1 1 LS . L S DO. 00 1_� 3 Of)0'aa. t t 00 r 00 lay, g�C3,;� ;g 4 REMOVAL OVAL OF STRUCTURE AND OBSTRUCTION 77�� P 1� 5 REMOVING PAINT LINE 8-22.5 12,440 110 1,310 L.F EA. S F. 0 r rl 5 C J i o F e0 r 9/33 v DO / q` tel- cso , O 0 y� ,c 1 VO r So 6 REMOVING PAINTED TRAFFIC MARKING 8-22.5 REMOVING PAINTED CROSSWALK LINE 8-22.5 8ROA EXCAVATION INCL. HAUL 2-03.5 23,800 23,800 2,300 C.Y C.Y q I i 1 h'13 O dl �/ E� r , t�f T bC �i I L+' .D.q , 0c 9 CHANNEL EXCAVATION INCL. HAUL 2-03.5 Amendment 10 CONTROLLED DENSITY FILL 2-09.5 170 C.Y �� / d 5, 00 � J.,(9 5.0. . ,01, 11 QUARRY SPALLS 8-15.5 16 C.Y Q 3O-1 , �Qa , 00 12 CORRUGATED POLYETHYLENE UNDERDRAIN PIPE 4 IN. DIAM. 7-01.5 4,850 80 36 L.F L.F EA. �I �1 A, 00 CI , 0O r 1 1 (i,/ tet- 00 . t?C 7Q0, 00 V a 00.1����0 ��Ob. OC 12A CORRUGATED POLYETHYLENE DRAIN PIPE 4 IN. DIAM. 7-01.5 CATCH E3ASIN TYPE 1 7-05.5 13 14 CATCH E3ASIN TYPE 2, 48 N. DIAM. 7-05.5 1 EA. �'!'')� ' j �J 1 O. 00 I/ 3.7 ®, et, 15 CORRUGATED POLYETHYLENE STORM SEWER PIPE 8 IN. DIAM. 7-04.5 130 L.F lam'l i 0 o ;2)/ 1(D0, 00 16 CORRUGATED POLYETHYLENE STORM SEWER PIPE 12 IN. DIAM. 7-04.5 1,089 L.F ! % O b p� 2, n 5 GM 17 DUCTILE IRON STORM SEWER PIPE 8 IN. DIAM. 7-04.5 Special Provision 506 L.F ,� 5, 50 1 a) G 03. nr► DUCTILE IRON STORM SEWER PIPE 12 IN. DIAM. 7-04.5 Special Provision 620 L.F j` 3 y (90 �j i fel 1> 0'20, OC' 18 442 Addendum No. 2 III 19 TRENCH DRAIN 7-23.5 Special Provision 25 L.F ! 1 + Qo i 5 �� O77C 20 TESTING STORM SEWER PIPE 7-04.5 4,210 L.F Va CO ` 526.0° Ill pi 21 STRUCTURE EXCAVATION CLASS B INCL. HAUL 2-09.5 520 CY (�ia5 / 5/Q/©rf>/! s_ 22 STRUCTURE EXCAVATION CLASS B INCL. HAUL - BOTTOM SEAL 7-01.5 Sp402 Special Provision C Y / t--7 qo +7, / ! ]�' '20 23 SHORING OR EXTRA EXCAVATION CLASS B 2-09.5III 1120 S F. i �5 5, J 72 D , 00 24 CONSTRUCTION GEOTEXTILE FOR UNDERGROUND DRAINAGE 2-12.5 570 S Y. 0 i las 70 E0 25 CONNECTION TO DRAINAGE STRUCTURE 7-05.5 7 EA.025 r ©0 7 0J , O 0 26 PRECAST WET WELL 7-20.5 Special Provision 1 L.S 2�,�� fap 3 0 ?G'� ~1�Q� 35 o� ct 27 PRECAST VALVE VAULT 7-20.5 Special Provision 1 L.S. �--7 /g (Joy, 0-�} /qoo. 0 c 111 28 PRECAST OILM/ATER SEPARATOR 7-20.5 Special Provision 1 L.S. D, 000, ©0 -&), 000 , e c° 29 PUMPS AND MOTORS• 7-20.5 Special Provision 1 1 L. S L.S. 33 000,00 , 50i, 00 33, oao , OO /_ l0 g+ �QO r Dd' 30 PIPING, VALVES, AND ACCESSORIES 7-20.5 Special Provision 31 PUMP STATION ELECTRICAL 8-31.5 Special Provision 1 L.S. f/� 1 ! Vj �Q©� a� / to, 000 , 00 32 TELEMETRY 8-31.5 Special Provision 1 L.S � 00 [7 ti/ �7ooi ', Too. cc 40 33 PVC SANITARY SEWER PIPE 6 IN. DIAM. 7-17.5 274 L.F. w^ o 13 , 00 �/'/7 > " 21D ,f Q 34 SEWER CLEAN OUT 7-19.5 4 EA. 5-1 0 . 00 c/0(1,0, 00 35 MANHOLE 48" DIAM. TYPE 1 7-05.5 1 EA. /,, 73 a ,,o / i.-730, 00 36 TESTING SEWER PIPE 7-17.5 274 L.F. 0i 0 / / (p0 Oqi 37 COMB AIR RELEASE/AIR VACUUM VALVE ASSEMBLY 2 IN. 7-12.5 2 EA. c;%160,. 00 4.1 ! 3,0; UO 38 DUCTILE IRON PIPE FOR WATER MAIN 12 IN. DIAM. 7-09.5 275 L.FUJ• %[' 50 3, Sia,Sd 39 PIPE INSULATION 7-09.5 Special Provision 40 LF a U�. 1 00 ��j d o- 40 CONNECTION TO EXISTING WATER MAIN 2 IN. TEMP BLOWOFF 7-09.5 Special Provision 4 EA. i 5 O0 00 j ... 0 00 °° 41 STEEL CASING 22 IN. DIAM. 7-21.5 Special Provision 162 L.F Q 42 HEAT TRACING SYSTEM 7-22.5 Special Provision 1 L'S �'i, Q30," a{ 3O, pQ 6 `7 3 0 , vo s• �'1 oO 43 GALVANIC ANODE 7-16.5 Special Provision 2 EA. Soo , 00 I j(0 CIO '00 44 CONC CLASS 4000 FOR RETAINING WALL 6 11.5 S T 11 bEINF BAR FOR RETAINING WALL 180 18,830 C.Y LB ? �J �; ®0 r- -J1 ���i; dG 1 ‘7)3T2#(0° 45 46 CONC CLASS 4000 FOR BARRIER CONC 6-10.5 158 42,670 C.Y LB 03G" 00 /� V 615 �j 1 1 5/ 3 0. 00 /^ 3 �, + l?OQ , so 47 ST. REINF BAR FOR BARRIER 6-10.5 48 BRIDGE RAILING TYPE BP FOR WALL BARRIER 6-06.5 1,410 L.F. // � lD(.0# 00 q 7j, O lO0 , 00 443 Addendum No. 2 ■ 49 MSHAFT CONC CLASS 4000 FOR FREE-STANDING BARRIER 6-10.5 19 CY //1Jqc 3.� / ..fig( : I 7/ 50 ST REINF BAR FOR FREE-STANDING BARRIER 6-10.5 5,160 LB i�, �� V £ f .c3)� % i - 51 CONC CLASS 4000 FOR IMPACT ATTENTUATOR FOOTING 6-02.5 3 241 C.Y. LB 3 (0q i 0 0 Of 1-a / 1` 107 , 0 0 y J q 7, i!J L.. 52 IL ST REINF BAR FOR IMPACT ATTENTUATOR FOOTING 6-02.5 53 STRUCTURE EXCAVATION CLASS A INCL. HAUL 2-095 5,575 C.Y. j 1i,j / 5 /, l26, Z. 54 SHORING OR EXTRA EXCAVATION CLASS A 2-09.5 1 L.S. �j tx Z200.00 p? gf d -7 00• 55 GRAVEL BACKFILL FOR WALL 2-09.5 565 C.Y 3e bo / 7, g ? O , I56 6-02.5 CLASS 4000 FOR WALL CAP 1,914 C.Y e2 �33 f f?0 4145 at z. 57 6ST -02.5 REINF BAR FOR WALL CAP 326,700 LB D 58 - 39" DIAMETER 6-16.5(7;23144 442 L.F 0 0 10 f y- al d- V 59 SHAFT - 24" DIAMETER 6 16.5 50 568 75 L.F L.F. L.F. °� 2c 1oi 0D 57, 00 37, ©� i ► l 2,00, 00 "'7 '1 ' 61' 4 ,.0( a, 7-7. o O I FURNISHING SOLDIER PILE - W24X103 6-16.5 60 I61 6-16.5 RISHING SOLDIER PILE - W21X55 FOR UNDERPASS WALL 62 FURNISHING SOLDIER PILE - W14X43 6-16.5 58 L.F 3,, 00 /% ��6, 00 ILAGGING FOR UNDERPASS WALL 6-16.5 Amendment and Special Provision 2,143 S.F 3a 1 0 0 Co63 CG� fO . 00 64 CONCRETE FASCIA PANEL 6-16.5 2,143 S.F c46?0 53, icg, rgo 65 SHAFT 36" DIAMETER 6 16.5 285 L.F. c 3i4 { OO �t l ( 1 i On , to CL10 66 FURNISHING SOLDIER PILE - W21X93 6-16.5 105 L.F. 56 00 5/5105, 00 67 6-16.5 ISHING SOLDIER PILE - W21X55 FOR BNSF SHORING 152 452 L.F. S.F 31, 0 t' 30,-7 5 S, 1,z) , 00 13✓ .c cI. , oC 68 LAGGING FOR BNSF SHORING 6-16.5 Amendment and Special Provision CF:ETE FACING SHO69 6-18.5 10,700 S.F ] _ , 6 0 1�6/ % /7 7, f 0} Q (� 1 / / �O of , 70 PREFABRICATED DRAINAGE MAT 6-16.5 1,190 S Y 3 615- 1 0J b 50: s-. 71 BOTTOM SEAL 6-24 5 Special Provision 1 L.S a/ 51Q, OSS rev, Y t a, J OV,)QC76 72 BOTTOM SEAL TEST PROGRAM 6-24.5 Special Provision 1 L.S. /3:,, (a� o` / i 2 ` G � p'C 73 PRESTRESSED CONC GIRDER FOR STRUT 6-02.5 Special Provision 288 L.F / j `1 qy i 00 q2; 2ZZ i G 1 74 WET WELL SHORING 6-21.5 Special Provision 1 L.S. Sl, 06Da 00 J/ V 51, a®®, o�. V! 75 FIBER OPTIC RELOCATION 6-23.5 Special Provision 1 L'S 17 SOD, OC r / 7) J oo, d 76 SUPERSTRUCTURE - FRONT ST BRIDGE 6-02.5 1 L.S J J y 7g (ti�//0v l 7!, 0®0/ C 9 77 BRIDGE APPROACH SLAB 6-02.5 227 S Y qI fv, i _ W [ [g` qg L `i SUPERSTRUCTURE - BNSF BRIDGE 6-02.5 1 L.S CoJ�, 00 `� ©a yo7 0'%r� i 78 ■ 444 Addendum No 2 s O 0 , 00 0 D n 79 SUPEtSTRUCTURE - ACCESS RD BRIDGE 6-0 1 194 46,640 L.S C.Y LB 9 °• W `7 `7 / [ (�'']•7 01:761 q0,, WO, © 19 X �j x 00 �' 4 '(OL 80 CONC. CLASS 4000 FOR POND STRUCTURE 6-02.5 81 ST REINF BAR FOR POND STRUCTURE 6-02.5 82 IL BRIDGE RAILING TYPE - PEDESTRIAN RAIL 6-06.5 220 L.F ��qq 1Vot 00 ,,af Doe, 00 83 CONC. CLASS 4000 FOR LOADING DOCK STRUCTURE 6-02.5 9 C.Y (� i, -/ %" , 00 ✓ 1 ' 5-3�/� ,e0 I 84 ST. REINF BAR FOR LOADING DOCK STRUCTURE 6-02.5 1,415 LB �`1 q 0 IIJJ 'T-7 , O� / 85 CRUSSURFACING BASE COURSE 4-04.5 1450 1450 670 TON TON g 3, 00 -2' 33✓ 350,0c 0 e / �'q/ 86 WASHED CRUSHED SURFACING BASE COURSE 4-04.5 Special Provision 87 CONSTRUCTION GEOTEXTILE FOR SEPARATION 2-12.5 3,108 S Y. 0 t ?0 1 `^� l —1 d (O , 88 CRUSHED SURFACING TOP COURSE 4-04 5 155 TON a 3 , 50 /� 31(041, SC 89 ASPHALT TREATED BASE 4-06.5 525 2,305 TON TON jj 7 llJ , 5 `7'%, 445 j p d 7� �y/ —HMA (.7 7' Sa, •, !3 C5-04.5 L. 1/2" PG 64-28 90 91 DEWATERING 6-26.5 Special Provision 1 490 L.S L.F 35/ Ow, 00 w 13 . 2 0 35000.00 (6, go , O"4 92 CEMENT CONC. TRAFFIC CURB AND GUTTER 8-04.5 93 EXTRUDED CURB 8-04 5 1,275 L.F L� 7 f coo rr 5-j 810 5, 0 0 94 CEMENT CONC. TRAFFIC CURB 8-04.5 95 L.F 02 7, /75-- a ` 63 (9, 25 95 PERMANENT IMPACT ATTENUATOR 8-17.5 1 EA. ! l �/ 00Qr ) �7 �q / 0l7 000, 96 PAINTED TRAFFIC ARROW 93 EA. Z --/S, Q` y5, 97 PAINTED BICYCLE LANE SYMBOL 8-22.5 13 EA. CIa ®Q / 00 5810 98 PAINTED TRAFFIC LETTER 8-22.5 88 EA. r l q , oo li (.072 . 0(9 PAINT 8-22.5 LINE 11,910 L.F d i ? f _ �f/ x 31 d. °d 99 100 PAINTED 22 5 EU WIDE LINE 2,345 L.F Dr / , 336 ` (05 101 PAINTED 22 5 EU CROSSWALK LINE 2,360 S.F / / 7Z V (% 2 95, 20 102 PAINTED STOP LINE 8-22.5 540 7 L.F EA. % �j 8 / f / 3 50 c 00 / /_ / f ®l6/q , 20 ��[ /C0 , 00 o2, i 5 103 PAINTED RAILROAD CROSSING SYMBOL 8-22.5 104 PERMANIENT SIGNING 8-21.5 1 L.S q o' I' 5-v0, ff /� � S -00, f E / q 105 ILLUMINATION SYSTEM COMPLETE 8-20.5 Special Provision 1 1 LS L.S 1 0)COO UO (4, Soo 0C i 105) 0 0o r C C (C1 S 6� y 0 106 TRAFFIC SIGNAL SYSTEM FIRST STREET AND LINCOLN AVENUE, COMPLETE 8-20.5 Special Provision 107 TRAFFIC SIGNAL SYSTEM 1ST AVENUE AND LINCOLN AVENUE, COMPLETE 8-20.5 Special Provision 1 L.S ,ll °A0/ 7 OD , ©° (9(i `? 00 , C 445 Addendum No. 2 ITRAFFIC 108 SIGNAL SYSTEM 3RD AVENUE AND LINCOLN AVENUE, COMPLETE 8-20.5 Special Provision 1 L.S 5- ;5-0, 0o J a ©, 00 5 S 109 TRAFFIC SIGNAL SYSTEM 1ST STREET AND MLK JR BOULEVARD, COMPLETE 8 20.5 Special Provision 1 L.S o 0i/5;0 / c -g 0 q5, 00 / 7 110 TRAFFIC SIGNAL SYSTEM 1ST AVENUE AND MLK JR BOULEVARD, COMPLETE 8-20.5 Special Provision 1 L.S [/ 3 Too, O� 11 J L/ ' %® o c) 113 j 111 TRAFFIC SIGNAL SYSTEM 3RD AVENUE AND MLK JR BOULEVARD, COMPLETE 8-20.5 Special Provision 1 L.S 43 coo, 00 i_/3 600 6©Q , 0 c 112 I TRAFFIC SIGNAL SYSTEM 2ND AVENUE AND MLK JR BOULEVARD, COMPLETE 8-20.5 Special Provision 1 L.S OMJQ®o1 eo qy ,000. O 9 `r 113 PROJECT TEMPORARY TRAFFIC CONTROL 1-10.5(1) 1 1 1 Est. L.S. L.S. L.S F.A. ���/°� I a lit.(/.66 ;Gr11t2,00 qj I )` 00 / $10,000 00 /1 2 y OW 4 ©6 35, 700, 0( (1,1 on, ©0 $10,000.00 114 STRUCTURE SURVEYING 1-05 4 Special Provision 115 I ROADWAY SURVEYING 1-05.4 Special Provision 116 LICENSED SURVEYING 1-05.4 Special Provision 117 CEMENT CONC. SIDEWALK 8-14.5 300 S.Y l /7, 7S- 7 ?/ a5. co 118 CEMENT CONC. SIDEWALK RAMP TYPE 4A 8-14.5 1 1 2 5 EA. EA. EA. EA. 3q {•�v VV Uo 1)g.n� � � 390 _00 . 0 0 q5 -q. 00 3�0Q O t 36Co , a fl / r-� . OC I 119 CEMENT CONC. SIDEWALK RAMP TYPE 2 8-14.5 120 CEMENT CONC. SIDEWALK RAMP TYPE 1 8-14.5 �. 9,` 70 C% I 121 CONCRETE DRIVEWAY APPROACH 8-06.5 122 CHAIN LINK FENCE TYPE 1 8-12.5 790 18 L.F.^ EA. OCl.SO `� cDa d , C7 0 d jj� a C6)g65J©4 ,L%` / DC) l 00 j /`� d/ 123 END, GATE, CORNER AND PULL POST FOR CHAIN LINK FENCE 8-12.5 124 DOUBLE 20 FT. CHAIN LINK GATE 8-12.5 3 EA. // --G Co/l2.00 ,2ziV7Ws 00 TRAINING 1-07 11 Special Provision 1,500 HR. ,p 00 4 500, 00 125 126 ADJUST MANHOLE 7-05.5 1 EA. 6-D1 00 ,c6-01 3--T i 00 127 TYPE C PROGRESS SCHEDULE 1-08.3 Special Provision 1 L.S. 30i 000, 00 30, O�,E11 00 V 128 SCHEDULE UPDATES 1-08.3 Special Provision 12 EA. j /r /z1�10, el0 VL/ la, CJ,c10Q. oci 129 CONTRACTOR PUBLIC INVOLVEMENT/INFORMATION SUPPORT 8-33.5 Special Provision 1 Est. L.S F.A. // /`„Q�� 00 / $770.000 //boo, 00 $770 000 130 MISCELLANEOUS FORCE ACCOUNT WORK 1-09 6 and Various Special Provisions ■ 1 TOTAL BASE BID: s 9, 073, gas, i+7 446 Addendum No 2 0 3 1 1 ALTERNATIVE Al —SECANT PILE WALL: 131 SOIL EXCAVATION FOR LAGGING SHAFT INCL. HAUL 6-19.5 Special Provision 1,451 C Y 00z3 � I f �� l�(� 132 SOIL EXCAVATION FOR REINFORCED SHAFT INCL. HAUL 6-19.5 Special Provision 1,838I Y C. V, D 0 301a, qq,,, n� 133 FURNISHING AND PLACING TEMP CASING FOR LAGGING SHAFT 6-19.5 Special Provision� 3,117 L. F 1 �Q ' p Q Ina 3, 1 134 FURNISHING AND PLACING TEMP CASING FOR REINF SHAFT 6-19.5 Special Provision 3,948 L.F 0 Q q i -o .00 135 LEAN CONCRETE FOR SHAFT 6-19 5 Special Provisionaq.--/, 1,451 1,838 447,592 C Y C Y. LB vQ a(1(_, 00 ��TT �,,, D;, 52 L 0/ C.qr to ! 2JG (� Q i!J J q'l J D 561(003, 136 CONC. CLASS 4000P FOR SHAFT 6 19 5 Special Provision 137 ST REINF. BAR FOR SHAFT 6-19.5 Special Provision 138 CSL ACCESS TUBE 6-19 5 Special Provision 15,739 L.F / (� r 133 !1 1. go 139 CSL TEST 6-19 5 Special provision 174 EA. (0-2)i i Q 0 1 q .-7 3 e 140 SECANT PILE WALL TEST SECTION 6-19.5 5 pecial Provision 1 L.S. 5R, p00mU® 5,1, 000000 1 TOTAL ALTERNATIVE Al: LLTERNATIVE A2 —DIAPHRAGM WALL: $c2s 015j260, 141 DIAPHRAGM WALL 6-20.5 Special Provision 24,000 S F 142 CSL TEST 6-20.5 Special Provision 110 EA. 143 DIAPHRAGM WALL TEST SECTION 6-20.5 Special Provision 1 L.S. ■ 1 1 ■ TOTAL ALTERNATIVE A2: NOTE: Complete Alternative Al or Alternative A2, not both. TOTAL BASE BID + (ALTERNATIVE Al OR ALTERNATIVE A2): 11)1 tog, (P % . 0 447 Addendum No 2 II -u ■ IZ-(-o ff Page '1 Attach additional s ts as necessary)! Name of Bidde . Apollo, Inc. Address of Bidder. E BIDDER DETERMINATION FORM fully provide the information required. olumbia Drive Kennewick City WA 99336 State Zip Code Contractor's License No. APOLLI" 061 KB Contractor's State Tax No. 91-1636892 Dept. of L&1 Bond Registration No. WA #103865007 Worker's Comp. Acct. No. 442-528-048 Bidder is a(n): 0 Individual 0 Partnership 0 Joint Venture ►:1 Incorporated in the state of WA List business names used by Bidder during the past 5 years if different than above: Bidder has been in business continuously from 1992 Year Bank Reference Key Bank Dan Koszczewski Bank Account Officer SUBMIT FINANCIAL STATEMENT 509-586-5228 Officer's Phone No. No. of regular full-time employees: 250 Number of projects in the past 5 years completed: 12 ahead of schedule 225 on schedule behind schedule Bidder has had experience in work comparable to that required for this Project: As a prime contractor for 17 years. As a subcontractor for 17 years. List the supervisory personnel to be employed by the Bidder and available for work on this project (Project Manager, Principal Foreman, Superintendents, and Engineers): Name Amy Jenne John Oldham, Title How Long with Bidder General Manager 10 Years • Project Superintendent 10 Years ■ ■• ■ r r 111 • 01 Year Project Name Completed Responsible Bidder Determination Form Page 2 List all those projects, of similar nature and size, completed by Bidder AND completed by proposed subcontractors within the past 5 years. Include a reference for each. Any attached preprinted project listing must include all this information for each category of work: Clearly note what work will be done by Bidder and what work will be by a specific subcontractor. ALL categories must be filled out. ROADWAY CONSTRUCTION (Curb, gutter, Year Contract Project Name Completed In Process sidewalk, base and paving) Frenchtown to W.W. Add Lanes Myra Road Extension Gage/Leslie Attalia Lane Addition Grade Separation Amount Owner/Reference Name and Phone $33.7M WSDOT - Moe Davari (509-222-2402) 2008 $9.2M City of Walla Walla - Neal Chavre (509-524-4511) 2007 $3.7M City of Kennewick - Steve Plummer (509-585-4287) 2007 $11.2M WSDOT - Will Smith (509-577-1840) 2005 $7.4M City of Kennewick - Steve Plummer (509-585-4287) UTILITY CONSTRUCTION (Water, Sewer, and Storm Drains) Year Contract Completed Amount In Process $33.7M 2008 $9.2M Project Name Frenchtown to W.W. Add Lanes Myra Road Extension Gage/Leslie Attalla Lane Addition Grade Separation 2007 $3.7M 2007 $11.2M 2005 $7.4M Owner/Reference Name and Phone WSDOT - Moe Davari (509-222-2402) City of Walla Walla - Neal Chavre (509-524-4511) City of Kennewick - Steve Plummer (509-585-4287) WSDOT - Will Smith (509-577-1840) City of Kennewick - Steve Plummer (509-585-4287) JET GROUTING OR PERMEATION GROUTING (Specify one or the other) Contract Amount Owner/Reference Name and Phone See attached for Subcontractor Scheffler Northwest, Inc.'s project experience ROI1 Responsible Bidder Determination form Page 3 SECANT PILE WALLS OR DIAPHRAGM WALLS (Specify one or the other) Year Contract Completed Amount Owner/Reference Name and Phone Project Name See attached for Subcontractor Schef ler Northwest, Inc.'s project experience STRUCTURES (Precast prestressed concrete bridges, concrete cantilever walls, soldier pile walls, and mass concrete pours) Protect Name Frenchtown to W.W. Add Lanes Myra Road Extension Attalia Lane Addition Year Completed In Process Contract Amount $33.7M 2008 $9.2M 2007 $11.2M Ainsworth Avenue RR Crossing 2006 Grade Separation 2005 $5.5M $7.4M Owner/Reference Name and Phone WSDOT - Moe Davari (509-222-2402) City of Walla Walla - Neal Chalice (509-524-4511) WSDOT - Will Smith (509-577-1840) City of Pasco, Bob Alberts (509-545-3444) • • • -. PUMP STATION (Wet well, pumps, vaults, pressure piping, electrical, and controls) Year Contract Completed Amount 2009 $5.1M Project Name W. Richland WWTP Myra Road Extension Walla Walla WWTP 2008 $9.2M 2008 $5.9M Chehalis Reg. Water Reclamation 2008 Naches River WTP Below are projects completed Pump Stations 4-5-6 Untility Complex 8 & 12 Rope Rider Pond Telemetry Upgrades Pump Station Upgrades 2004 $25M $3.6M 287) Owner/Reference Name and Phone City of W. Richland - Heath MelInte (509-9B7-5434) City of Walla Walla - Neal Chavre (509-524-4511) City of WW -Craig Sivley (5(19,597-4463) City of (hehali5 Patrick Wiltaius (360 748 0238) City of Yakima, Dave Rrnwn (50A-575-6204) by Subcontractor, Knobels Electrical, Inc. - Electrical and Controls 2007 $618,425 Suncadia/Cape Powers/509-649-3906 2008 $49,064 Suncadia/Cape Powers/509-649-3906 2009 $331,116 Suncadia/Cape Powers/509-649-3906 2009 $109,599 City Of Toppenish/G&O Mike Rohrich/509-453-5953 2009 $24,615 Smid/CH2MHill Dick Haapala/509-965-0496 ■ ■ ■ ■ ■ ■ r d Responsible Bidder Determination Form Page 4 WORKING ON RAILROAD RIGHT-OF-WAY WITHIN 25 FEET OF AN ACTIVE TRACK Year Contract Project Name Completed Amount Owner/Reference Name and Phone Myra Road Extension 2008 $9.2M City of Walla Walla - Neal Chavre (509-524-4511) Attalia Lane Addition 2007 $11.2M WSDOT - Will Smith (509-577-1840) Ainsworth Avenue RR Crossing 2006 $5.5M City of Pasco Grade Separation 2005 $7.4M City of Kennewick - Steve Plummer List all projects undertaken in the last 5 years which have resulted in partial or final settlement of the Contract by arbitration or litigation in the courts: Name of Client and Project None Total Claims Contract Arbitrated Amount of Amount or Litigated Settlement of Claims Has Bidder, or any representative or partner thereof, ever failed to complete a contract? ® No ❑ Yes If yes, give details: Has Bidder ever had any Payment/Performance Bonds called as a result of its work? 0 No 0 Yes If yes, please state: Protect Name Contracting Party Bond Amount Has Bidder ever been found guilty of violating any State or Federal employment laws? RI No 0 Yes If yes, give details. Responsible Bidder Determination Form Page Has Bidder ever filed for protection under any provision of the federal bankruptcy laws or state insolvency laws? al No Cl Yes If yes, give details: Has any adverse legal judgment been rendered against Bidder in the past 5 years? HCl No 0 Yes If yes, give details: Has Bidder or any of its employees filed any claims with Washington State Workman's Compensation or other insurance company for accidents resulting in fatal injury or dismemberment in the past 5 years? ® No 0 Yes If yes, please state: Date Type of Injury Agency Receiving Claim The undersigned warrants un accurate to the best of his/ information contained her Signature of Bidder Title: Dan Briscoe, Vice President penalty of Perj owledge. T, t the foregoing information is true and ed authorizes the City of 33044xtitta to verify all Yakima Date: 12/17/2009 Jet Grouting and Permeation Grouting References Subcontractor Scheffler Northwest, Inc 351 South Grand Blvd Vancouver, WA 98661 License Number: SCHEFNI946DC State Tax ID: 602-582-336 Second Tier Subcontractor Geo Grout, Inc. 263 South Maple Avenue South San Francisco, CA 94080 Office: (650) 872 —1556 Fax: (650) 872 —1558 License No.: GEOGRI011Q2 Permeation Grout Projects: Contact: Company Name: Phone: Fax: Completion Date: Project Amount: Project Location: Project Description: Contact: Company Name: Phone: Fax: Completion Date: Project Amount: Project Location: Project Description: John Sempek Regency Construction Company, Inc. 831.659.5881 831.659.5882 06/2007 $85,000 140 Tide Avenue, Monterey, CA Ultrafine cement/permeation grouting for temporary shoring of sandy soils for excavation. Ken Ahrens Herrero Contractors 415.824.7675 415.824.7674 10/2008 $650,000 Westbrook Plaza, San Francisco Ultrafine cement/permeation grouting for Underpinning of the Adjacent Structures Jet Grout Projects: Berkel and Company, Contractors, Inc. 2649 S. 142nd Street Bonner Springs, KS 66012 Contact: Mr. Brian Zuckerman Phone: (415) 845-5911 Completion Date: 11/2008 Project Amount: $2,200,000.00 Project: Jet Grouting for Water Control at Excavation Pit Walls and Floors, ATI Titanium Sponge Plant, North Valley, Utah. Balfour Beatty Infrastructure, Inc. 2333 Courage Drive, Suite C Fairfield, CA 94533 Contact: Mr. R.B. Chamberlain Phone: (707) 427-8900 Completion Date: 11/2007 Project Amount: $580,000.00 Project: Jet Grout Prism for 98 -Inch and 102 -Inch Interceptors at Jacking and Receiving Pits, Freeport Water Authority Intake Facilities Project, Sacramento, California. Underground Construction Co., Inc. P.O. Box 2000 5145 Industrial Way Benicia, CA 94510 Contact: Mr. Dale McCourt Phone: (707) 746-8800 Completion Date: 7/2004 Project Amount: $370,000.00 Project: Jet Grout Prism for 36 -Inch Casing at Receiving Pit, Silicon Valley Power Receiving Station 230 kV Transmission Line, Silicon Valley Power, San Jose, California. 111 NMI Rill 11111111111111111111111, 1111 1111 SECANT PILE WALL QUALIFICATIONS Subcontractor: Scheffler Northwest, Inc / DJ Scheffler, Inc 351 South Grand Blvd Vancouver, WA 98661 License Number: SCHEFNI946DC State Tax ID: 602-582-336 Project Name Year Completed Contract Amount Owner/Reference/Phone Type of Work Portsmouth Force Main 2010 (Ongoing) $865,400 City of Portland/Randy Buckman (503) 789-7956 Secant Piles Headlands Reserve 2008 $8,276,369 Headlands Reserve/Tom Arconi (949) 489-1135 Secant Piles PCH Emergency Repair 2005 $546,695 Caltrans/David Bloom (805) 241-0655 Secant Piles American Martyrs Church 2007 $243,530 American Martyrs/Ohno Construction (619) 278-8824 Secant Piles UofO Basketball Arena 2009 $2,401,000 University of Oregon/Adam Bonner (503) 329-9336 Soldier Piles Park Avenue West 2008 $4,043,477 Park Avenue West/Richard Sells (503) 221-8811 Soldier Piles OR6 Wilson River 2009 $2,837,000 Oregon DOT/Jim Howell (503) 641-8723 x227 Soldier Piles Tualatin River Bridges 2009 $645,000 Clackamas County/Joe Silbernagel (360) 573-8929 Drilled Shafts 223rd Undercrossing 2010 (Ongoing) $1,044,000 Oregon DOT/Jared Rodarte (253) 939-0532 Drilled Shafts & Soldier Piles 1-5 Eagle Mill Road 2009 $485,444 Oregon DOT/Neal Spoon (541) 913-1632 Drilled Shafts and Soldier Piles 12/17/2009 14:43 FAX 5095869202 Apollo Inc. Estimating 411 Inc. GENERAL CONTRACTOR ...BUILDING PEOPLE WHO BUILD GREAT THINGS (210001/0004 FACSIMILE TRANSMITTAL SHEET TO: FROM: Bob Desgros Amy Jenne COMPANY: DATE: Oty of Yakima 12/17/09 FAX NUMBER: NO. OF PAGES INCLUDING COVER: 509-576-6314 001 PROJECT: Yakima Railroad Grade Separations Phase 2 -- Lincoln Avenue NOTES/COMMENTS: Attached is our financial statement as required per contract specifications appendix J. I have emailed the Responsible Bidder Determination Form to you and Chris Walcott. Thanks Amy Amy Jenne General Manager tV9 p 509-586-1104 f 509-585-3686 amyj@apollo-gc.com 1133 West Columbia Dave • P 0 Box 7305 ■ Kennewick, WA 99336 Phone (509) 586-1104 ■ Fax (509) 585-3686 An Equal OEMpI 12/17/2009 14:43 FAX 5095869202 Apollo Inc. Estimating Ij 0002/0004 III APOLLO, INC. FINANCIAL STATEMENTS December 31, 2008 12/17/2009 14:43 FAX 5095869202 Apollo Inc. Estimating Z0003/0004 A PROFESSIONAL SERVICE CORPORATION OSWALT, TEEL &FRANKLIN CERTIFIED PUBLIC ACCOUNTANTS 7511 West Arrowhead Ave, Suite G Kennewick, WA 99336 p: 509 735 7388 f 509 783 2163 March 20, 2009 Board of Directors Apollo Inc. Kennewick, Washington We have reviewed the accompanying Balance Sheet of Apollo, Inc., as of December 31, 2008, and the related Statements of Income and Retained Earnings and Cash Flows for the year then ended, in accordance with Statements on Standards for Accounting and Review Services issued by the American Institute of Certified Public Accountants. All information presented in these financial statements is the representation of the management of Apollo, Inc. A review consists principally of inquiries of company personnel and analytical procedures applied to financial data. It is substantially less in scope than an audit in accordance with generally accepted auditing standards, the objective of which is the expression of an opinion regarding the financial statements taken as a whole. Accordingly, we do not express such an opinion. Based on our review, we are not aware of any material modifications that should be made to the accompanying financial statements in order for them to be in conformity with generally accepted accounting principles. Our review was made for the purpose of expressing limited assurance that there are no material modifications that should be made to the financial statements in order for them to be in conformity with generally accepted accounting principles. The information included in the accompanying schedules is presented only for supplementary analysis purposes. Such information has been subjected to the inquiry and analytical procedures applied in the review of the basic financial statements, and we are not aware of any material modifications that should be made thereto. OSWALT, TEEL & FRANKLIN Certified Public Accountants 12/1Z/2009 14:43 FAX 5095869202 Apollo Inc. Estimating 4n0004/0004 APOLLO, INC. BALANCE SHEET December 31, 2008 ASSETS CURRENT ASSETS Cash $12,382,000 Accounts and retentions receivable 9,984,000 Costs and estimated earnings in excess of billings on uncompleted contracts 553,000 Total Current Assets 22,919,000 EQUIPMENT AND VEHICLES - Net of accumulated depreciation of $4,798,000 8,110,000 OTHER ASSETS 320,000 Total Assets $31,349,000 LIABILITIES AND STOCKHOLDERS' EQUITY CURRENT LIABILITIES Accounts and retentions payable Accrued liabilities Billings in excess of costs and estimated earnings on uncompleted contracts Current portion of long-term debt Total Current Liabilities NOTES PAYABLE - Net of Current Portion STOCKHOLDERS' EQUITY Common stock - 5,000 shares authorized, 1,000 shares issued and outstanding Retained earnings $13,313,000 1,157,000 7,908,000 287,000 22,665,000 800,000 765,000 7,119,000 Total Stockholders' Equity 7,884,000 Total Liabilities And Stockholders' Equity $31,349,000 The accountants' review report and accompanying notes are an integral part of this statement. BM BOND FORM Herewith find deposit in the form of a certified check, cashiers check, cash, or bid bond in the amount of $ S"?. a! 774./ al:#which amount is not Tess than five percent of the total bid. Sign Here BID BOND KNOW ALL MEN BY THESE PRESENTS: That we, Apollo, Inc. as principal, and Travelers Casualty arra Surety Gatpany of , as Surety, are held and firmly bound unto the C�akima, as Obligee, in the penal sum of5% of total aicur t hid Dollars, for the payment of which the Principal and the Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly and severally, by these presents Thendition ,qf this o�bligation is such that if the Obligee shall make any award to the Principal for raxina t Sc stag Phase 2 - Lurooln ASL , according to the terms of the proposal or bid made by the Principal therefor, and the Principal shall duly make and enter into a contract with the Obligee in accordance with the terms of said proposal or bid and award and shall give bond for the faithful performance thereof, with Surety or Sureties approved by the Obligee; or if the Principal shall, in case of failure so to do, pay and forfeit to the Obligee the penal amount of the deposit specified in the call for bids, then this obligation shall be n�all'and void; otherwise it shall be and remain in full force and effect and the Surety shall forthwith pay and forfeit to the Obligee, as penalty and liquida d damages, the amount of this bond. SIGNED, SEALED AND DATED THIS 3rd Y OF December , 2009 Kenneth J. Frick Attorney -in -Fact 20 Received retum of deposit in the sum of $ 448 TRAVELERSJ WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER POWER OF ATTORNEY Farmington Casualty Company Fidelity and Guaranty Insurance Company Fidelity and Guaranty Insurance Underwriters, Inc. St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company Attorney -In Fact No. 218701 St. Paul Mercury Insurance Company Travelers Casualty and Surety Company Travelers Casualty and Surety Company of America United States Fidelity and Guaranty Company Certificate No. 003141283 KNOW ALL MEN BY THESE PRESENTS. That St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company and St. Paul Mercury Insurance Company are corporations duly organized under the laws of the State of Minnesota, that Farmington Casualty Company, Travelers Casualty and Surety Company, and Travelers Casualty and Surety Company of America are corporations duly organized under the laws of the State of Connecticut, that United States Fidelity and Guaranty Company is a corporation duly organized under the laws of the State of Maryland, that Fidelity and Guaranty Insurance Company is a corporation duly organized.under the laws of the State of Iowa, and that Fidelity and Guaranty Insurance Underwriters, Inc., is a corporation duly organized under the laws of the State of Wisconsin (herein collectively called the "Companies"), and that the Companies do hereby make, constitute and appoint Donna S. Martinez, Kenneth J Frick, and Alex B. Hodge of the City of Yakima State of A . I I • . I , their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign, execute, seal and acknowledge any and all bonds, recognizances, conditional undertakings and other writings obligatory in the nature thereof on behalf of the Companies in theirJbusiness of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or pernutted,in any actions orproceedings allowed by law ,, t ) 21st IN WITNESS WHEREOF, the Companies have caused this instrument to'be signed and theirrcorporate seals to be hereto affixed, this day of July 2009 State of Connecticut City of Hartford ss. Farmington Casualty Company Fidelity and Guaranty InsnranceoinpanyA2 Fidelity and Guaranty Insurance Underwriters, Inc. St. Paul Fire and Marine Insurance Company St. Paul Guardian Insurance Company St. Paul Mercury Insurance Company Travelers Casualty and Surety Company Travelers Casualty and Surety Company of America United States Fidelity and Guaranty Company By Georg Thompson, senior ice President On this the 21st day of July 2009 before me personally appeared George W Thompson, who acknowledged himself to be the Senior Vice President of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United States Fidelity and Guaranty Company, and that he, as such, being authorized so to do, executed the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. In Witness Whereof, I hereunto set my hand and official seal. My Commission expires the 30th day of June, 2011. 58440-4-09 Printed in U S.A. C . �.- Marie C. Tetreault, Notary Public WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER WARNING. THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER This Power of Attomey is granted under and by the authority of the following resolutions adopted by the Boards of Directors of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and(,United States Fidelity and Guaranty Company, which resolutions are now in full force and effect, reading as follows: RESOLVED, that the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Agents to act for and on behalf of the Company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her; and it is FURTHER RESOLVED, that the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary; and it is FURTHER RESOLVED, that any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary; or (b) duly executed (under seal, if required) by one or more Attorneys -in -Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority; and it is FURTHER RESOLVED, that the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any Power of Attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such Power of Attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding on the Company in the future with respect to any bond or understanding to which it is attached. I, Kori M. Johanson, the undersigned, Assistant Secretary, of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United'States Fidelity'and Guaranty Company do hereby certify that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies:,which;is in}full force and effect and has not been revoked. .,. 3 IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed the -seals of said,Companies this da of December 20 09 Y Kori M. Johansdut'Assistant Secretary To verify the authenticity of this Power of Attorney, call 1-800-421-3880 or contact us at www.travelersbond.com. Please refer to the Attorney -In -Fact number, the above-named individuals and the details of the bond to which the power is attached. WARNING: THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER NON -COLLUSION DECLARATION I, by signing the proposal, hereby declare, under penalty of perjury under the laws of the United States that the following statements are true and correct: 1. That the undersigned person(s), firm, association or corporation has (have) not, either directly or indirectly, entered into any agreement, participated in any collusion, or otherwise taken any action in restraint of free competitive bidding in connection with the project for which this proposal is submitted. 2. That by signing the signature page of this proposal, I am deemed to have signed and have agreed to the provisions of this declaration. NOTICE TO ALL BIDDERS To report bid rigging activities call: I -800-424-9071 The U.S. Department of Transportation (USDOT) operates the above toll-free "hotline" Monday through Friday, 8:00 a.m. to 5:00 p.m., Eastern time. Anyone with knowledge of possible bid rigging, bidder collusion, or other fraudulent activities should use the "hotline" to report such activities. The "hotline" is part of USDOT's continuing effort to identify and investigate highway construction contract fraud and abuse and is operated under the direction of the USDOT Inspector General. All information will be treated confidentially and caller anonymity will be respected. 450 This page left intentionally blank. 451 1 1 1 1 1 1 1 1 1 1 1 1 1 Certification for Federal -Aid Contracts The prospective participant certifies by signing and submitting this bid or proposal, to the best of his or her knowledge and belief, that: (1) No Federal appropriated funds have been paid or will be paid, by or on behalf of the undersigned, to any person for influencing or attempting to influence an officer or employee of any Federal agency, a Member of Congress, an officer or employee of Congress, or an employee of a Member of Congress in connection with the awarding of any Federal contract, the making of any Federal grant, the making of any Federal loan, the entering into of any cooperative agreement, and the extension, continuation, renewal, amendment, or modification of any Federal contract, grant, loan or cooperative agreement. (2) If any funds other than Federal appropriated funds have been paid or will be paid to any person for influencing or attempting to influence an officer or employee of any Federal agency, a Member of Congress, an officer or employee of Congress, or an employee of a Member of Congress in connection with this Federal contract, grant, loan, or cooperative agreement, the undersigned shall complete and submit Standard Form -LLL, "Disclosure Form to Report Lobbying,".in accordance with its instructions. This certification is material representation of the fact upon which reliance was placed when this transaction was made or entered into. Submission of this certification is a prerequisite for making or entering into this transaction imposed by Section 1352, Title 31, U.S. Code. Any person who fails to file the required certification shall be subject to a civil penalty of not Tess than $10,000 and not more than $100,000 for each failure. The prospective participant also agrees by submitting his or her bid or proposal that he or she shall require that the language of this certification be included in all lower tier subcontracts. which exceed $100,000 and that all such subrecipients shall certify and disclose accordingly. 452 DOT Form 272-040 EF Revised 1/2000 This page left intentionally blank. 453 NON-DISCRIMINATION PROVISION During the performance of this contract, the contractor agrees as follows: (1) The contractor will not discriminate against any employee or applicant for employment because of race, color, religion, sex, or national origin. The contractor will take affirmative action to ensure that applicants are employed, and that employees are treated during employment, without regard to their race, color, religion, sex or national origin. Such action shall include, but not be limited to the following: employment, upgrading, demotion, or transfer; recruitment or recruitment advertising; layoff or termination; rates of pay or other forms of compensation; and selection for training, including apprenticeship. The contractor agrees to post in conspicuous places, available to employees and applicants for employment, notices to be provided by the contracting officer setting forth the provisions of this nondiscrimination clause. *(2) The contractor will, in all solicitations or advertisements for employees placed by or on behalf of the contractor, state that all qualified applicants will receive consideration for employment without regard to race, color, religion, sex or national origin. *(3) The contractor will send to each labor union or representative of workers with which he has a collective bargaining agreement or other contract or understanding, a notice, to be provided by the agency contracting officer, advising the labor union or workers' representative of the contractor's commitments under Section 202 of Executive Order No. 11246 of September 24, 1965, and shall post copies of the notice in conspicuous places available to employees and applicants for employment. "(4) The contractor will comply with all provisions of Executive Order No. 11246 of September 24, 1965, and of the rules, regulations, and relevant orders of the Secretary of Labor. *(5) The contractor will furnish all information and reports required by Executive Order No. 11246 of September 24, 1965, and by the rules regulations, and orders of the Secretary of Labor, or pursuant thereto, and will permit access to his books, records, and accounts by the contracting agency and the Secretary of Labor for purposes of investigation to ascertain compliance with such rules, regulations, and orders. "(6) In the event of the contractor's noncompliance with the nondiscrimination clauses of this contract or with any such rules, regulations, or orders, this contract may be canceled, terminated, or suspended in whole or in part and the contractor may be declared ineligible for further Government contracts in accordance with procedures authorized in Executive Order No. 11246 of September 24, 1965, and such other sanctions may be imposed and remedies involved as provided in Executive Order No. 11246 of September 24, 1965, or by rule, regulation, or order of the Secretary of Labor, or as otherwise provided by law. "(7) The contractor will include the provisions of Paragraphs (1) through (7) in every subcontract or purchase order unless exempted by rules, regulations, or orders 01 the Secretary of Labor issued pursuant to Section 204 of Executive Order No. 11246 of September 24, 1965, so that such provisions will be binding upon each subcontractor or vendor. The contractor will take such action with respect to any subcontract or purchase order as the contracting agency may direct as a means of enforcing such provisions including sanctions for noncompliance: Provided however, that in the event the contractor becomes involved in, or is threatened with, litigation with a subcontractor or vendor as a result of such direction by the contracting agency, the contractor may request the United States to enter into such litigation to protect the interests of the United States." 454 This page left intentionally blank. 455 SUBCONTRACTOR LIST Prepared in compliance with RCW 39.30.060 as amended (To be submitted with the Bid Proposal) Failure to list subcontractors who are proposed to perform the work of heating, ventilation and air conditioning, plumbing, as described in Chapter 18.106 RCW, and electrical as described in Chapter 19.28 RCW will result in your bid being and therefore void. Subcontractor(s) that are proposed to perform the work of heating, ventilation and air conditioning, plumbing, as described in Chapter18.106 RCW, and electrical as described in Chapter 19.28 RCW must be listed below. The work to be performed is to be listed below the subcontractor(s) name. If no subcontractor is listed below, the bidder acknowledges that it does not intend to use any subcontractor to perform those items of work. Subcontractor Name /(!'1O�C/ '3 Item Numbers 105 112- 531; 32 - Subcontractor Name /\%/ A Item. Numbers Subcontractor Name Item Numbers Ire Co Subcontractor Name Item Numbers Subcontractor Name Item Numbers Bid Items to be performed by the Prime Contractor: ( ) Prime Contractor Name 0110 ,enc Item Numbers 1--1 j — 305 333 4."1- 4r -41,3 /.-t -5(9 &I) 73— 12_5—/32 456 WOMEN AND MINORITY BUSINESS ENTERPRISE POLICY It is the policy of the City of Yakima that women and minority business enterprises shall have the maximum opportunity to participate in the performance of work relating to the City's activities. To this end, the City is committed to take all necessary and reasonable steps in accordance with state and federal rules and regulations to ensure women and minority business enterprises the maximum opportunity to compete for and to perform contracts. In order to enhance opportunities for women and minority businesses to participate in certain contractor opportunities with the City of Yakima, and as a recipient of federal and state financial assistance, the City is committed to a women and minority business enterprise utilization program. The City is determined to maximize women and minority business opportunities through participation in the competitive bidding process through women and minority business enterprise affirmative action programs administratively established by the City Manager and monitored and implemented in accordance with state and federal rules and regulations. All women and minority business enterprise programs shall include specific goals for participation of women and minority businesses in City projects of at least ten percent (10%) of the total dollar value of City contract over $10,000. Goals shall be reviewed and updated annually by the City Manager for applicability and to ensure that the intent of this policy is accomplished. This statement of policy will be widely disseminated to all managers, supervisors, minorities and women employed by the City of Yakima as well as to contractors, vendors, suppliers, minorities and women who may seek the City's procurement and construction contracts related to the women and minority business enterprise programs. Contractors associations will be made aware of construction projects affected by this policy through all available avenues to assure that plans/specifications, bid forms, and invitations to bid are as widely distributed as possible. 458 • This page left intentionally blank. 459 RESOLUTION No. D- 4 8 1 6 A RESOLUTION adopting a "Women And Minority Business Enterprise Policy" for the City of Yakima. WHEREAS, the City of Yakima is the recipient of federal and state assistance which assistance carries with it the obli- gation of contracting with Women And Minority Business Enter- prises for the performance of public works, and WHEREAS, it is the intention of the City of Yakima that Women And Minority Business Enterprises shall have the maximum practicable opportunity to participate in the performance of such public works, and WHEREAS, the City of Yakima is determined to maximize Women And Minority, Business Enterprise opportunities for parti- cipation in its competitive bidding process through the adoption of the "Women And Minority Business Enterprise Policy" statement attached hereto, now, therefore, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF YAKIMA: The City Council hereby adopts the "Women And Minority Business Enterprise Policy", a copy of which is attached hereto and by reference made a part hereof. ADOPTED BY THE CITY COUNCIL this. 4 L� day of 1983. ATTEST: City Clerk gr,,A P. yor 460 This page left intentionally blank. 461 AFFIRMATIVE ACTION PLAN The bidders, contractors and subcontractors will not be eligible for award of a contract under this Advertisement for Bids unless it certifies as prescribed, that it adopts the minimum goals and timetable of minority and women workforce utilization and specific affirmative action steps as set forth by the City of Yakima, This is directed at increasing minority and women workforce utilization by means of applying good faith efforts to carrying out such steps. However, no contractor or subcontractor shall be found to be in noncompliance solely on account of its failure to meet its goals within its timetables, but such contractor shall be given the opportunity to demonstrate that it has instituted all of the specific affirmative action steps specified by the City of Yakima, and has made every good faith effort to make these steps work toward the attainment of its goals, all to the purpose of expanding minority and women workforce utilization on all of its projects in the City of Yakima, Washington. In all cases, the compliance of a bidder, contractor or subcontractor will be determined in accordance with its respective obligations under the terms of these Bid Conditions. All bidders and all contractors and subcontractors performing or to perform work on projects subject to these Bid Conditions hereby agree to inform their subcontractors of their respective obligations under the terms and requirements of these Bid Conditions, including the provisions relating to goals of minority and women employment and training. Specific Affirmative Action Steps Bidders, contractors and subcontractors subject to this contract must engage in affirmative action directed at increasing minority and women workforce utilization, which is at least as extensive and as specific as the following steps: a. The contractor shall notify community organizations that the contractor has employment opportunities available and shall maintain records of the organizations' response. b. The contractor shall maintain a file of the names and addresses of each minority and women worker referred to him and what action was taken with respect to each such referred worker, and if the worker was not employed, the reasons therefore. If such worker was not sent to the union hiring hall for referral or if such worker was not employed by the contractor, the contractor's file shall document this and the reasons therefore. c. The contractor shall promptly notify the City of Yakima Engineering Division an Contract Compliance Officer when the union or. unions with whom the contractor has collective bargaining agreement has not referred to the contractor a minority or woman worker sent by the contractor or the contractor has other information that the union referral process has impeded him in his efforts to meet his goal. d. The contractor shall participate in training programs in the area, especially those funded by the Department of Labor. e. The contractor shall disseminate his EEO policy within his own organization by including it in any policy manual; by publicizing it in company newspapers, annual reports, etc., by conducting staff, employee and union representatives' meetings to explain and discuss the policy; by posting of the policy; and by specific review of the policy with minority employees. f. The contractor shall disseminate his EEO policy externally by informing and discussing it with all recruitment sources; by advertising in news media, specifically 462 including minority news media; and by notifying and discussing it with all subcontractors and suppliers. g. The contractor shall make specific efforts and constant personal (both written and oral) recruitment efforts directed at all minority or women organizations, schools with minority students, minority recruitment organizations and minority training organizations, within the contractor's recruitment areas. h. The contractor shall make specific efforts to encourage present minority employees to recruit their friends and relatives. i. The contractor shall validate all man specifications; selection requirements, tests, etc. j. The contractor shall make every effort to promote after school, summer and vacation employment to minority youth. k. The contractor shall develop on-the-job training opportunities and participate and assist in any association or employer group training programs relevant to the contractor's employee needs consistent with its obligations under this bid. I. The contractor shall continually inventory and evaluate all minority and women personnel for promotion opportunities and encourage minority and women employees to seek such opportunities. m. The contractor shall make sure that seniority practices, job classifications, etc., do not have a discriminatory effect. n. The contractor shall make certain that all facilities and company activities are non- segregated. o. The contractor shall continually monitor all personnel activities to ensure that his EEO policy is being carried out. • • p. The contractor shall solicit bids for subcontracts from available minority and women subcontractors, engaged in the trades covered by these Bid Conditions, including circulation of minority and women contractor associations. q. Non cooperation: In the event the union is unable to provide the contractor with a reasonable flow of minority and women referrals within the time limit set forth in the collective bargaining agreements, the contractor shall, through independent recruitment efforts, fill the employment vacancies without regard to race, color, religion, sex or national origin, making full efforts to obtain qualified and/or qualifiable minorities and women. (The U.S. Department of Labor has held that it shall be no excuse that the union with which the contractor has a collective bargaining agreement providing for exclusive referral failed to refer minority or women employees.) In the event the union referral practice prevents the contractor from meeting the obligations pursuant to Executive Order 11246 and 23 CFR Part 230 as amended, and the Standard Specifications, such contractor shall immediately notify the City of Yakima Engineering Department or the City of Yakima Compliance Officer. 463 ashington itra7; Department o tT raeispo rtation Disadvantaged Business Enterprise Utilization Certification To be eligible for award of this contract the bidder must fill out and submit, as part of its bid proposal, the following Disadvantaged Business Enterprise Utilization Certification relating to Disadvantaged Business Enterprise (DBE) requirements. The Contracting Agency shall consider as non-responsive and shall reject any bid proposal that does not contain a DBE Certification which properly demonstrates that the bidder will meet the DBE participation requirements in one of the manners provided for in the proposed contract. If the bidder is relying on the good faith effort method to meet the DBE assigned contract goal, documentation in addition to the certificate must be submitted with the bid proposal as support for such efforts. The successful bidder's DBE Certification shall be deemed a part of the resulting contract. Information on certified firmsis available from OMWBE, telephone 360-753-9693. A10 / () " 1- - certifies that the Disadvantaged Business Enterprise Name of Bidder (DBE) Firms listed below have been contacted regarding participation on this project. If this bidder is successful on this project and is awarded the contract, it shall assure that subcontracts or supply agreements are executed with those firms where an "Amount to be Applied Towards Goal" is listed. (If necessary, use additional sheet.) . _.. ; _T � _ = _ - __ -NWiie: of DQE - _= - -_ ° ,- - -- - __ _ , _- __ _ _ _ =:Pro'ect Role..;_ .1 ;Prime Subcontractor,: { _ _ Manufacturer; _ '�tegularoeaierg� : _ _ _ - _ _ - = _ -.DescrIptionof Work T __ __ _ _ __ _ _ -Amount to . _ be Applied = - �TowardsG:oaa 1. PAfi1 P r1 SvtrFi ,c€' Cor `/ $ tAL .311-rr--r=e.l t 4245gte090 -14.,4,(2c,c o6 GI 1 (0 5, 000 •o` Da F a 31,-s q,s— 2. :51,3-• 1,0 ,gyh a Sty 14 -i :49 -e /6,0444 veilr-7 / q44,000, 0 DSn'10I0i031 3. A , s'c Car -4 -ft his .SV►b 1p. 1,,..q'-1/ Sc'al-e-1 a% coo , oc -D3m oto19-3y-� 4. 5. 6. 7. 8. 9. 10. Disadvantaged Business Enterprise Subcontracting Goal: DBE Total$ .33 (0 000 H® *** * Regular Dealer status must be approved prior to bld submittal by the Office of Equal Opportunity, Wash. State Dept. of Transportation, on each contract ** See the section 'Counting DBE Participation Toward Meeting the Goal" in the Contract Document. *** The Contracting Agency will utilize this amount to determine whether or not the bidder has met the goal. In the event of an arithmetic difference between this total and the sum of the Individual amounts listed above, then the sum of the amounts listed shall prevail and the total will be revised DOT Form 272-056 EF Revised 7/07 464 ■ BIDDERS CERTIFICATION A bidder will not be eligible for award of a contract under this invitation for bids unless such bidder has submitted as a part of its bid the following certification, which will be deemed a part of the resulting contract: (BIDDER) certifies that: 1. It intends to use the following listed construction trades in the work under the contract Lokithna/S, and; as to those trades for which it is required by these Bid Conditions to comply with these Bid Conditions, it adopts the minimum minority and women workforce utilization goals and the specific affirmative action steps for all construction work (both federal and non-federal) in the Yakima, Washington area subject to these Bid Conditions, those trades being: and; 2. It will obtain from each of its subcontractors and submit to the contracting or administering agency prior to the award of any sub -contract under this contract the Subcontractor Certification requir - • by these Bid Conditions. C,D 162.0 (Signature of Authorized Representativeof Bidder) 466 Adak Contractor and Subcontractor or Washington State Lower Tier Subcontractor %1 Departnserot of Transportation Certification for Federal -Aid Projects (Required for each Subcontractor or Lower Tier Subcontractor on all Federal -Aid projects) Contract Number Federal -Aid Number State Route Number Subcontractor or Lower Tier Subcontractor To be signed by proposed subcontractor or lower tier subcontractor The contract documents for this subcontract include as part of the subcontract a special provision entitled "Required Federal -Aid Provisions', the "Required Contract Provisions Federal -Aid Construction Contracts (FHWA 12731', and the minimum wage rates. I certify the above statement to be true and correct. Company Signature Title Date Contractor Certification To be completed and signed by the contractor i A written agreement has been executed between my firm and the above subcontractor. 2. E A written agreement.has been executed between (the subcontractor) and the above lower tier subcontractor. All documents required by the special provision entitled 'Required Federal -Aid Provisions" are included in the agreement for (1) or (2) marked above. I certify the above statements under Contractor Certification to be true and correct. Company Signature Title Date DOT Forth 420-004 EF Revised 032008 This page left intentionally blank. 469 Materially and Responsiveness The certification required to be made by the bidder pursuant to these Bid Conditions is material, and will govem the bidder's performance on the project and will be made a part of his bid. Failure to submit the certification will render the bid non responsive. Compliance and Enforcement Contractors are responsible for informing their subcontractor (regardless of tier) as to their respective obligations under the conditions of the contract here (as applicable). Bidders, contractors and subcontractors hereby agree to refrain from entering into any contract or contract modification subject to Executive Order 11246, as amended on September 24, 1965, with a contractor debarred from, or who is determined not to be a responsible' bidder for, government contracts and federally assisted construction contracts pursuant to Executive Order. The bidder, contractor or subcontractor shall carry out such sanctions and penalties for violation of the equal opportunity clause including suspension, termination and cancellation of existing subcontracts as may be imposed or ordered by the administering agency, the contracting agency or the Office of Federal Contract Compliance pursuant to the Executive Order. Any bidder, or contractor or subcontractor who shall fail to carry out such sanctions and penalties shall be deemed to be in non-compliance with these Bid Conditions and Executive Order 11246, as amended. Nothing herein is intended to relieve any contractor or subcontractor during the term of its contract on this project from compliance with Executive Order 11246, as amended, and the Equal Opportunity Clause of its contract. Violation of any substantial requirement in the affirmative action plan by a contractor or subcontractor covered by these Bid Conditions including the failure of such contractor or subcontractor to make a good faith effort to meet it fair share of the trade's goals of minority and women workforce utilization, and shall be grounds for imposition of the sanctions and penalties provided at Section 209 (a) of Executive Order 11246, as amended. Each agency shall review its contractors' and subcontractors' employment practices during the performance of the contract. If the agency determines that the affirmative action plan no longer represents effective affirmative action, it shall so notify the Office of Federal Contract Compliance which shall be solely responsible for any final determination of that question and the Consequences thereof. In regard to these conditions, if the contractor or subcontractor meets its goals or if the contractor or subcontractor can demonstrate that it, has made every good faith effort to meet those goals, the contractor of the subcontractor shall be presumed to be in compliance with Executive Order 11246, as amended, the implementing regulations and its obligations under these Bid Conditions and no formal sanctions or proceedings leading toward sanctions shall be instituted unless the agency otherwise determines that the contractor or subcontractor is not providing equal employment opportunities. In judging whether a contractor or subcontractor has met its goals, the agency will consider each contractors or subcontractor's minority and women workforce utilization and will not take into consideration the minority and women workforce utilization of its subcontractors. Where the agency finds that the contractor or subcontractor has failed to comply with the requirement of Executive Order 11246, as amended, the implementing regulations and its obligations under these Bid Conditions, the agency shall take such action and impose such sanctions as may be appropriate under Executive Order and the regulations. When the agency proceeds with such formal action, it has the burden of proving that the contractor has not met the requirements of these Bid Conditions, but the contractor's failure to meet his goals shall shift to him the requirement to come forward with evidence to show that he has met the "good faith" requirements of these Bid Conditions by instituting at least the Specific Affirmative Action steps listed above and by making every good faith effort to make those steps work toward the attainment of its goals within its timetables. The pendency of such formal proceedings shall be 470 taken into consideration by Federal agencies in determining whether such contractor or Subcontractor can comply with the requirements of Executive Order 11246, as amended, and is therefore a "responsible prospective contractor" within the meaning of the Federal Procurement Regulations. It shall be no excuse that the union with which the contractor has a collective bargaining agreement providing for exclusive referral failed to refer minority and women employees. The procedures set forth in these conditions shall not apply to any contract when the head of the contracting or administering agency determines that such contract is essential to the national security and that its award without following such procedures is necessary to the national security. Upon making such a determination, the agency head will notify, in writing, the Director of the Office of Federal Contractor Compliance within thirty days. Requests for exemptions from these Bid Conditions must be made in writing, with justification, to the: Director Office of Federal Contractor Compliance U.S. Department of Labor Washington, D.C. 20210 and shall be forwarded through and with the endorsement of the agency head. Contractors and subcontractors must keep such records and file such reports relating to the provisions of these Bid Conditions as shall be required by the contracting or administering agency or the Office of Federal Contractor Compliance. 471 PROPOSAL Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue City Project No. 1818 Federal Aid No.: STPX-NCPD-000S(062) The bidder is hereby advised that by signature of this proposal he/she is deemed to have acknowledged all requirements and signed all certificates contained herein. A proposal guaranty in an amount of five percent (5%) of the total bid, based upon the approximate estimate of quantities at the above prices and in the form as indicated below, is attached hereto: CASH CASHIER'S CHECK CERTIFIED CHECK PROPOSAL BOND O IN THE AMOUNT OF ❑ DOLLARS ❑ (s ) PAYABLE TO THE STATE TREASURER 123 IN THE AMOUNT OF 5% OF THE BID ** Receipt is hereby acknowledged of addendum(s) + (s) I Z & PHONE NUMBER S 3 TURE OF AUTHORIZED OFFICIAL(s) Col; p . �—o FIRM NAME 0110 IG (ADRESS) 133 W• eo1u. o�riitiO�Y�e e-wirc.1L , vvvi- ci 9 STATE OF WASHINGTON CONTRACTORS LICENSE NUMBER Note: FEDERAL ID No. /6-fo l Kg I of 1 MI 0.131 W g°19 0-1 WA STATE EMPLOYMENT SECURITY REFERENCE NO. 'AZ- Co 5a - OGS (1) transferable This proposal form is not any alteration of the firm's name entered hereon without prior permission from the Secretary of Transportation will be cause for considering the proposal irregular and subsequent rejection of the bid. and (2) Please refer to section 1-02.6 of the standard specifications, re: "Preparation of Proposal," or "Article 4" of the Instructions to Bidders for building construction jobs. Should it be necessary to modify this proposal either in writing or by electronic means, please make reference to the following proposal number in your communication. (3) 472 BIDDER'S CHECK LIST The bidder's attention is especially called to the following forms, which must be executed, as required, and submitted on the form purchased from the City and bound in the Contract Documents: A. PROPOSAL The unit prices, extensions and total amounts bid must be shown in the spaces provided. B. BID BOND ACCOMPANYING BID This Bid Bond form is to be executed by the bidder and the surety company unless bid is accompanied by a certified check. The amount of this bond shall be not less than 5% of the total amount bid and may be shown in dollars or on a percentage basis. C. SUBCONTRACTOR LIST The form must be filled in. Failure to provide this information at time of bid WILL NOT render the bid non-responsive. D. BIDDER'S CERTIFICATION E. PROPOSAL SIGNATURE SHEET Must be filled in and signed by the bidder. F. MBE/WBE FORM It is requested that The Bidder's Certification of the "Affirmative Action Profile" in the MBE/WBE Form be filled in and signed by the bidder. Failure to provide this information WILL NOT render the bid non-responsive. The following forms are to be executed after the contract is awarded: A. CONTRACT This agreement is to be executed by the successful bidder. B. PERFORMANCE BOND To be executed by the successful bidder and his/her surety company. C. CERTIFICATE OF INSURANCE Refer to attached Informational Certificate of Insurance and Additional Insured Endorsement. Also refer to Section 1-07.18 (APWA) of the Standard Specifications and Special Provisions. D. DOT Form 420-004EF Refer to Required Contract Provisions Federal -Aid Construction Contracts FHWA- 1273. 474 This page left intentionally blank. 475 1 11 11 11 1 11 11 11 1 1 11 1 1 1 1 May 3, 2010 OWNER. PROJECT NAME. FEDERAL AID NO HLA PROJECT NO CONTRACTOR. CHANGE ORDER NO. 1 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS. Original Contract Price. $11,169,856 03 Current Contract Price Adjusted by Previous Change Order(s) $11,169,856 03 Change in Contract Price Due to This Change Order $4,774 66 Adjusted Contract Price Due to This Change Order $11,174,630 69 Original Contract Completion Date May 13, 2011 Current Contract Completion Date Adjusted by Previous Change Order May 13, 2011 Change in Contract Completion Date Due to This Change Order 0 days Revised Contract Completion Date. May 13, 2011 CONTRACTOR. ENGINEER OWNER. Huibregtse, an Associates, Inc. City of Yakima G\RROJECTS\2006\06106E YA RR GRADE SE,ARATION Apollo\CHANGE JR.^^.ERS\CJ2r,O CHANGE,Is Date Date Date Huibregtse, Louman Associates, Inc. rb--/-tv/0 May 3, 2010 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO, 1 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 1-1 Provide paint coating to steel fiber optic beam LS 1 $4,774 66 $4,774 66 CHANGE ORDER NO 1 ESTIMATED TOTAL $4,774 66 Reason for Change Order Provide black painted coating to fiber optic teel beam G \ PROJECTS \2006\06106E YA RR GRADE SEPARATION - Apollo\CHANGE ORDERS\042710 CHANGE ORDER Huibregtse, Lowman Associates, Inc. 2 June 16, 2010 OWNER: PROJECT NAME: FEDERAL AID NO.: HLA PROJECT NO.: CONTRACTOR: CHANGE ORDER NO. 2 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) 6106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: I Original Contract Price: 1 $11,169,856.03 Current Contract Price Adjusted by Previus Change Order(s): $11,174,630.69 I Change in Contract Price Due to This Change Order: I $10,329.36 Adjusted Contract Price Due to This Change Order: $11,184,960.05 Original Contract Completion Date: May 27, 2011 Current Contract Completion Date Adjusted ti.y Previous Change Order: May 27, 2011 Change in Contract Completion Date Due to l his Change Order: 0 days Revised Contract Completion Date: May 27, 2011 CONTRACTOR: ENGINEER: OWNER: Huibreg se, Louman Associates, Inc. 1 1 1 City of Yakima G:IPROJECTSW0610010eE YA RR GRADE SEPARATION • Ap00NCNANGE ORDERS10e1610 CHANGE ORDER TAT Date: Date: (/7� 1 0 //e/geo Date:\��y June 16, 2010 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No.: 06106E CHANGE ORDER NO. 2 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 2 1 Fabricate embeds for precast 'F' Strut artwork. for future LS 1 $10,329.36 $10,329.36 CHANGE ORDER NO. 2 ESTIMATED TOTAL $10,329.36 Reason for Change Order: Fabricate embeds for precast 'F' Strut for future artwork. G IPR0JEOTS12000106106E YA RR ORAOE SEPARATION - ApoINIGNANGE ORDER6100t6t0 CHANGE ORDER 2422 2 To: From: Subject: Memorandum June 21, 2010 Dick Zais Brett Sheffield, Chief Engineer Doug Mayo; City Engineer Lincoln Avenue Grade Separation Attached is Change Order No. 2 for the Lincoln Avenue Grade Separation project. This change order provides for the fabrication and placement of the embedded plates and bolts into precast strut "F" to support the art piece. The embedded plates are to be part of the art construction but as the contract with the artwork fabricator is not in place we need to purchase these now and leave them out of the art construction contract. The attached table details the financial status of the project. This Change Order is for $10,329.36. When added to the prior change order, the cost against the Construction Contingency is $15,104 leaving a construction contingency balance of $984,896. Please sign the three originals of this change order, and then return to Doug, If you have any questions, feel free to call Doug or Brett. JuApendttures Lincoln Avenue Underpass Budget Summary (6-18-10) Remaining Expected to Total Expected to be Spent be Spent Design Engineering City Administration Consultant Lawyer Artwork Design ROW Acquisition Phase 1 Utility Construction Reimbursement of BNSF Reimbursement of Fiber Optic Co's Artwork Construction Construction Engineering Owners Representative City Construction Engmeermg Underpass Construction (not incl. FA) Force Account (See Brkdwn Below) Construction Contingency Force Account Breakdown Budget Spent to Date Expected Surplus or (Deficit) $ 3,410,145 $ 3,348,112 $ 62,033 $ 3,410,145 $ - $ 1 490,000 $ 393,452 $ 96,548 $ 490,000 $ - $ 67,283 $ 67,283 $ (0) $ 67,283 $ - $ I 83,000 $ 74,528 $ 8,472 $ 83,000 $ - $ 11,804,141 $ 1,804,141 $ - $ 1,804,141 $ - $ 12,002,903 $ 2,002,903 $ - $ 2,002,903 $ - $ 939,566 $ 939,566 $ 939,566 $ - $ 50,000 $ 50,000 $ 50,000 $ - $ j 262,000 $ 262,000 $ 262,000 $ - $ 11,513,059 $ 16,591 $ 1,496,468 $ 1,513,059 $ - $ 1 411,964 $ 53,294 $ 358,670 $ 411,964 $ - $ 118,866 $ 8,758 $ 110,108 $ 118,866 $ - $ 10,499,856 $ 1,282,784 $ 9,217,072 $ 10,499,856 $ - $ 770,000 $ 50,643 $ 719,357 $ 770,000 $ - $ 1,000,000 $ 15,104 -$ 984,896 $ 1,000,000i$ - TOTAL $ 23,422,783 $ Budget Modifying Gas Tanks and Pumps $ 100,000 Pavement Repair $ 5,000 Potholing $ 10,000 Removing Shaft Obstructions $ 320,000 Leak Repair $ 250,000 Erosion Control $ 5,000 Licensed Surveying $ 10,000 Roadside Cleanup $ 10,000 Miscellaneous $ 60,000 TOTAL $ 770,000 9,117,595 $ 14,305,189 $ 23,422,783 $ Spent to Date Remaining Expected to be Spent $ 100,000 $ 5,000 $ 10,000 $ 320,000 $ 250,000 $ 5,000 $ 10,000 $ 10,000 $ 60,000 $ 770,000 Huibregtse, Louman Associates, Inc. CIVIL ENGINEERING • LAND SURVEYING • PLANNING Phone: TRANSMITTAL MEMO 509-966-7000 / FAX: 509-965-3800 Date: June 18, 2010 Project No.: 06106E To: City of Yakima Attention: Brett Sheffield From: Gene Soules Re: Grade Separation — Change Order No. 2 — Artwork Embeds Revised We are sending you attached the following items: Three (3) signed originals of Change Order No. 2 Brett: Please have signed and return two copies to our office. Thanks, Gene Copy to: File Signed ,-ei-fA -a-le--, July 15, 2010 OWNER. PROJECT NAME. FEDERAL AID NO HLA PROJECT NO CONTRACTOR. CHANGE ORDER NO. 3 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) 6106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS. Original Contract Price $11,169,856 03 Current Contract Price Adjusted by Previous Change Order(s) $11,184,960 05 Change in Contract Price Due to This Change Order $3,932.64 Adjusted Contract Price Due to This Change Order $11,188,892.69 Original Contract Completion Date: May 27, 2011 Current Contract Completion Date Adjusted by Previous Change Order May 27, 2011 Change in Contract Completion Date Due to This Change Order 0 days Revised Contract Completion Date May 27, 2011 CONTRACTOR. ENGINEER OWNER. r/12G C=c Huibr gtse Louman Associates, Inc. City Engia�er City Manager G.\PROJECTS\2006\06106E YA RR GRADE SEPARATION-ApolIo\CHANGE ORDERS \071510 CHANGE ORDER 3 xls Date. 372.)e Date 87,/20/6 Date. 1 \ LCI e Date \���V July 15, 2010 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO. 3 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 3-1 NW Cantilever Wall Reinforc. Changes LS 1 $3,932.64 $3,932.64 CHANGE ORDER NO 3 ESTIMATED TOTAL $3,932 64 Reason for Change Order Rebar Mark No 362 (962) on Sheet S-41was shown incorrectly The rebar was shown being a fixed length, when they should have been shown to vary in length due the tapering of the barrier face on the NW cantilever walls. These bars were fabricated and delivered to the jobsite per the plans before the error was discovered This change order provides for payment of the contractors costs for the unusable rebar resulting from this situation. G tPROJECTSl2006106106E YA RR GRADE SEPARATION - Apollo\CHANGE ORDERS \071510 CHANGE ORDER 3 xis 2 July 28, 2010 OWNER PROJECT NAME - FEDERAL AID NO HLA PROJECT NO • CONTRACTOR. CHANGE ORDER NO. 4 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) 6106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS. Original Contract Price $11,169,856 03 Current Contract Price Adjusted by Previous Change Order(s)- TBD Change in Contract Price Due to This Change Order $6,202 46 Adjusted Contract Price Due to This Change Order TBD Original Contract Completion Date May 27, 2011 Current Contract Completion Date Adjusted by Previous Change Order' May 27, 2011 Change in Contract Completion Date Due to This Change Order 0 days Revised Contract Completion Date TBD CONTRACTOR: ENGINEER' Huibr se, Louman Associates, Inc OWNER. C J G City Engineer G \PROJECTS120G6,061i1GE YA RR GRADE: SEPARATION Apol!o\CHANGE ORDERS107281 0 CHANGE ORDER :1 xls Huibregtse, Lotman Associates, Inc. Date Date Date- i/Zvjzo, 7/Z8/Zoi o -1!1`,;31ZGtt Date ��, Go1*'f July 28, 2010 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO. 4 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 4-1 Galvanizing Water Main Casing LS 1 $6,202 46 $6,202 46 CHANGE ORDER NO 4 ESTIMATED TOTAL $6,202.46 Reason for Change Order. No protective coating was required in the Contract Documents for the Water Main Casings except those under the railroad tracks were cathodic protection is being provided It was decided to have the casings for water main and storm drain line under the Front Street Bridge galvanized to prevent deterioration and rust staining wall and road surfaces. GAPROJECTS12006‘06106E VA RR GRADE SEP#RATION. ARoYo1CHAN GE OROERS072b10 CHAf1GE ORDER 4 ,44 2 Huibrecytse, Lowman Associates, Inc. 0/5 c- To: From: Memorandum July 30, 2010 Dick Zais Brett Sheffield, Chief Engineer Doug Mayo, City Engineer Subject: Lincoln Avenue Grade Separation Attached is Change Order No. 4 for the Lincoln Avenue Grade Separation project. This change order provides for galvanizing the water main and storm drain line under the Front Street Bridge. Placing this protective coating on the pipes will prevent them from rusting and possibly staining the wall and road surface. The Change Order sheet lists the Innes "Current Contract Price Adjusted by Previous Change Orders" and "Adjusted Contract Price Due to this Change Order" as "To Be Determined." This is due to the fact that Change Order 3, which has been started, has not yet been executed (waiting on cost mfoimation from the Contactor). It is estimated that Change Order No. 3 will cost less than $5,000. The attached table details the financial status of the S 1,000,000 construction contingency set up for the project. This Change Order adds a cost of $6,202.46 to the project. When added to the prior change orders and other unanticipated construction costs, it brings the total amount charged to the Construction Contingency to $44,396.63, leaving a construction contingency balance of $955,630 37, Please sign the three originals of this change order, and then return to Doug. If you have any questions, feel free to call Doug or Brett. Construction Contingencies (7-30-10) Construction Change Orders with Apollo Change Order Description Total Amount Budgeted for Contingencies Change Order Cost Paid to Date Remaining to be Paid $ 1,000,000.00 C 0 #1 (Paint Fiber Optic Beam) $ 4,774.66 $ 4,774.66 C.O. #2 (Manufacture and install unbedded plates) $ 10,329.36 $ 10,329.36 C.0 #3 C.O. #4 (Galvanize water and storm pipe) $ 6,202.46 $ 6,202 46 TOTAL CHANGE ORDER COST: $ 21,306.48 $ 4,774.66 $ 16,531.82 Other Unanticipated Construction Costs Item Cost PP&L for Electric drop at 2nd Ave. and MLK $ 17,907.42 $ 17,907 42 Senske $ 5,155.73 $ 5,155.73 TOTAL OTHER COSTS: $ 23,063.15 $ 23,063.15 CHANGE ORDER + OTHER COSTS: $ 44,369.63 $ 27,837.81 $ 16,531.82 CONTINGENCY REMAINING: $ 955,630.37 OWNER. PROJECT NAME FEDERAL AID NO HLA PROJECT NO CONTRACTOR. E6 i4 3d/ September 1, 2010 CHANGE ORDER NO. 5 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) 6106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS. Original Contract Price $11,169,856 03 Current Contract Price Adjusted by Previous Change Order(s) $11,195,095.15 Change in Contract Price Due to This Change Order. $15,680 00 Adjusted Contract Price Due to This Change Order. $11,210,775 15 Original Contract Completion Date May 27, 2011 Current Contract Completion Date Adjusted by Previous Change Order May 27, 2011 Change in Contract Completion Date Due to This Change Order 0 days Revised Contract Completion Date: May 27, 2011 CONTRACTOR: ENGINEER. OWNER. Huib egtse, Louman Associates, Inc. City Engineer City Manager si\i") �r G \ PROJECTS \2006\06106E VA RR GRADE SEPARATION - Apollo\CHANGE ORDERS \090110 CHANGE ORDER 5 xls Date Date. 0/fc)/a Date Date 9\ '2--"J\ September 1, 2010 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO. 5 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 5-1 Shotcrete Wall Crack Control Joints LS 1 $15,680 00 $15,680 00 CHANGE ORDER NO 5 ESTIMATED TOTAL $15,680 00 Reason for Change Order. In order to minimize and better control location of shrinkage cracking of shotcrete walls, the contractor shall provide additional crack control joints as directed by the engineer The cost proposal for the additional vertical control joints at 6' o c. include a top down nozzle finish proposal at no additional cost if the City elects to use it instead of the troweled finish called for in the plans G \PROJECTS\2006\06106E VA RR GRADE SEPARATION - Apollo \CHANGE ORDERS \090110 CHANGE ORDER 5 xis 2 !' OWNER. PROJECT NAME. FEDERAL AID NO HLA PROJECT NO CONTRACTOR. September 1, 2010 CHANGE ORDER NO. 6 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) 6106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS. Original Contract Price $11,169,856 03 Current Contract Price Adjusted by Previous Change Order(s). $11,210,775 15 Change in Contract Price Due to This Change Order $1,694 00 Adjusted Contract Price Due to This Change Order: $11,212,469 15 Original Contract Completion Date May 27, 2011 Current Contract Completion Date Adjusted by Previous Change Order May 27, 2011 Change in Contract Completion Date Due to This Change Order 0 days Revised Contract Completion Date: May 27, 2011 CONTRACTOR. ENGINEER: OWNER: A lo, Inc. Huibregt§e, Louman Associates, Inc. City Engineer City Manager G.\PROJECTS\2006\06106E VA RR GRADE SEPARATION - Apollo\CHANGE ORDERSG90110 CHANGE ORDER 6 xls Date. 7/3Ai Date. 9//2 `0 Date. 1 1 Z d\ 1 C. Date. September 1, 2010 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO. 6 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 6-1 Pedestrian Rail Gates at Retention Pond LS 1 $1,694 00 $1,694 00 CHANGE ORDER NO 6 ESTIMATED TOTAL $1,694 00 Reason for Change Order. Plans did not include pedestrian gates through chain link fence surrounding retention pond where access ladders were called for. This change order directs Contractor to provide and install two chain link gates with locking hardware at these locations. G\PROJECTS\2006\061060 YA RR GRADE SEPARATION - Apollo \CHANGE ORDERS\090110 CHANGE ORDER 6 xis 2 OWNER: PROJECT NAME. FEDERAL AID NO.. CITY PROJECT NO.: HLA PROJECT NO • CONTRACTOR: CHANGE ORDER NO. 7 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 08106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: February 16, 2011 Original Contract Price: $11,169,856.03 Current Contract Price Adjusted by Previous Change Order(s): $11,212,469.15 Change in Contract Price Due to This Change Order $1,313,447 43 Adjusted Contract Price Due to This Change Order $12,525,916.58 Original Contract Completion Date:,1�%ih L 1` toll 0W �f1 Current Contract Completion Date Adjusted by Previous Change Order �` J z: w jJ o// Pi I Nisy�7,?011 Change in Contract Completion Date Due to This Change Order 54 Additional Days Revised Contract Completion Date: '54 _ - 4254€1 3/' 4oil, .. A""tis 45^x11 CONTRACTOR: ENGINEER: OWNER: Apollo, Inc. e S I+ BergerAbam City Engineer City Manager Date: zin/z of l Date: 3" S A r 1 Date: Z \ (4,1 ZG i s Date: MOc&bsM1 HD:Uren:dmMl Decsmsn-Micomlt User DsbSaved AVadm en'l M1811 CHANGE ORDER 7.3dv 0000001 February 16, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No.: 06106E CHANGE ORDER NO. 7 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 7-1 install Secant Pile Seal - Shoofly/BNSF Br LS 1 $1,014,036.86 $1,014,036.86 7-2 Secant Spoils Removal LS 1 $219,322.88 $219,322.88 7-3 Lean Concrete Chipping/Removal LS 1 $80,087.69 $80,087.69 CHANGE ORDER NO. 7 TOTAL $1,313,447.43 Reason for Change Order: Due to problems encountered with the bottom seal program using the permeation grouting method, altemate methods of construction were developed by the City and the Contractor. The revised bottom seal plan consists of constructing the portion of the seal supporting the BNSF shoofly and bridge crossings with cased and uncased secant pile shafts and the remaining portions of the seal constructed through a series of tremie pours using temporary strut bracing where needed. This Change Order will include the compensation to the Contractor for costs associated with the construction of the secant pile seal west of the shoofly shoring only (see attached drawings for the limits of this work) and is full and final compensation for all costs associated with installing the shafts, removing spoils and chipping lean concrete. This Change Order also includes the repair of leaks within the secanted seal to meet the specifications for leak repair. This Change Order does not include sealing the gaps between the existing secant pile walls and the secanted seal. That work will be included in a subsequent change order. The seal east and west of this section will also be addressed under subsequent change orders. This Change Order allows a time extension in working days of 54 days, the time from November 19, 2010 when the work on the seal was suspended by direction of the City, to February 15, 2011, when the City directed the work to resume (inclusive of November 19th and February 15th). The Change Order does not include the costs associated with this extension of the schedule, nor is it intended to include all the delays resulting from the changes to the bottom seal. When the design of the remainder of the bottom seal is completed, another change order will be prepared for the remainder of the bottom seal and that change order will include any additional schedule changes as well as the costs related to the total schedule extension for the changes to the bottom seal. This Change Order precedes Change Order #8 for $40,000 and 20 more days. That Change Order will be done within a few weeks. CAOcctonenta end Sam,palwalwttlDea eplp21811 CHANGE ORDER ].bet 2 Genetai Contractor PROJECT NAME: Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue OWNER: City of Yakima Apollo PCO: 025 Revised CHANGE DESCRIPTION: Bottom Seal Proposal For Revised Seal Design - 47% Total Seal COST BREAKDOWN - Secant Seal Under BNSF, Shallow Tremie Seal and 89 Working Day Extension 2/16/2011 1. Proposal includes drilling and installing a secant pile seal in the area between stations 69490 to 70+22.50. This seal consists of both cased and non cased shafts drilled to the bottom of seal elevation. The drilling elevation for this proposal would be 1054' and Apollo Inc. crews intend to take the site down to this elevation prior to commencing with secant installation. The shafts will be poured to within 5' of drilling elevation to avoid damage to the ground surface. Apollo Inc. crews will then remove the excess lean concrete material to top of seal depth. Pricing includes miscelaneous leak repairs in the "secanted seal" as required to meet infiltration rates required per the specifications. Does not include leak repairs for the portion of the seal In between the existing secants and the new secant seal as well as any other portion of the bottom seal on the project. 2. This proposal includes the time extension days related to the 54 days that have expired since the suspension of work on 11/19/2010. This proposal does not include the cost impacts related to the 54 day extension nor does it incoporate the 35, day extension required to complete the new secant seal under the BNSF bridge. It is agreed the cost impacts for the full 89 day extension as well as the time extension for the additional 35 days will be included in a future change order to be issued by the City of Yakima. DESCRIPTION QTY UNIT MAT'L TOTAL LABOR TOTAL TOTAL EQUIP SUBS Secant Spoils Removal 1 LS $ 3,500.00 $ 64,895.50 $ 79,258.00 $ 33,150.00 Lean Concrete Chipping / Removal 1 LS $ 6,134.00 $ 14,662.40 $ 30,273.60 $ 16,000.00 Install Secant Pile Bottom Seal - STA 69+79 to 70+33 140 EA $ - $ - $ - $ 947,698.00 89 Working Day Time Extension 1 EA $ - $ - $ - $ - Productivity Impacts 1 LS $ - $ - $ - $ - $ 9,634.00 $ 79,557.90 $ 109,531.60 $ 996,848.00 $2,023.14 $23,071.79 $23,001.64 $69,779.36 , $11,657.14 I $102,629.69 1 $132,533.24 1 $ 1,066,627.36 21% 29% SUBTOTAL CHANGE: $1,313,447.43 TOTAL CHANGE $1,313,447.43 21% 7% SCHF FILER NORTHat�, WEST,OCii: Zi INC 351 S Grand Blvd Vancouver. WA 93661 PH: (360) 818-0070 FAX. (360) 818-0071 CCBn 168498 WA#SCI-EEFNi946DC YAKIMA GRADE SEPERATION SECANT PILE BOTTOM SEAL OPTIONS Attention: David Haight, Apollo Incorporated; Proposal Date: February 17, 2011 Documents: Negotiation with City and BergerABAM -Option 1 --'.Secant Seal BeneathiBridge ITEM DESCRIPTION QTY UNITS UNIT PRICE TOTAL PRICE 100 Remobilization & Standby 1 LS $58,500.00 $58,500.00 Includes remobilization expenses, equipment standby, planning, etc. 200 Install Secant Pile Bottom Seal - 118 EA $6,325.00 $746,350.00 Cased Piles Includes drilling secant piles as indicated by Berger ABAM in the Feb 14 meeting with the City. It is understood that the quantity may vary depending on decisions to be made for; the Tremie Seal west of this section. Assumes drilling from elevation of 1054.5, excavating to the bottom of the seal, and placement of lean mix to ground surface or slightly below to prevent damage to the work area. This lean mix will need to be removed by Apollo during excavation. Includes crew, drill rig, torque multiplier, casing and tooling, forklift, lean mix and concrete pumping. Does not include survey and layout, water supply, seal design, removal and disposal of spoils. —30 day duration, single shift. Includes cost contingency to repair the seal if signficant leakage is discovered during excavation. Does not include zone between existing secant piles and secant bottom seal piles. 300 Install Secant Pile Bottom Seal - 24 EA $5,952.00 $142,848.00 Uncased Piles Includes drilling in between the secants installed under Item 100 and placement of lean mix backfill to the required elevation. Assumes use of a 54-60" tool to overcut the cased seal piles to prevent leakage. Based on 60 hr week, single shift. See above for exclusions. —6 Day duration. TOTAL COST, OPTION 1 $947,698.00 Michael Zeman Scheffler Northwest, Inc Accepted By Signature Date DRILLED SHAFTS SOIL NAILS MICROPILES DESIGN / BUILD SECANT PILES TIEBACKS TRUCKMOUNT DISPLACEMENT PILES SOLDIER PILES CFA / CSP SHAFTS DRIVEN PILES CARVED SHOTCRETE Scheffler Northwest 1 of 1 2/16/2011 CONSTRUCTION % •L• LINE 69100 NOTES: STA 4.75 LT STA 69+92 1075 LT STA •L• 70400.30 075' IT STA •L• 70404.501 7476' 77 STA L 70406.501 476' LT STA i• 70+12501 676' LT TA 1. 70+16x01 675 LT STA 1. 70420.50 STA 1 450 tonnuttimuniviemesom rtwirti-sti *4 1/► I► A wikli *T *OP 64666664 umisIum* lomoltnee revaita FIBER OPTIC BEAM 4' 01041 CASED SHAFT (TTP.) UNCASED SHAFT (TTP.) — CONTRACTOR TO CHOSE NAM. 51 69+9250 STA l• 69+96.50 FACE OF SHOOFLT SHORING 1. THE CONTRACTOR STALL PRONOE A IREM7E CONCRETE NMI A MW0/UM O045TY OF 150 PCF ANO MINIMUM ONCONFINED COMPRESSYE STRENCIN OF 300 PSI. THE MAXIMUM BOTTOM OF SHAFT EIEVAT I FOR INE SHAFTS *755+117069+90.5 STALL BE 1036.50. THE MAIOMU9 BOTTOM OF SHAFT ELEVATION FOR THE SHAFTS AT STATION 70424 50 SHALL BE 1034.60. THE 14.0301.19 607709 OF SHAFT ELEVATCIH FOR THE SHAFHS IN 64111021 THOSE TWO STATIONS SHALL VARY LINEARLY BETWEEN THOSE TWO ELEVATIONS STA Y• 70+20.501 675 RT STA •L" 70+16.50 2e 75 RT TA •L• 7041250 675' R7 STA •L• 7040 7e' RT 06.501 76..R;70404.50) 1 11. 70400.501 rt00 FEDERAL AID #STPX-NCPD-000S(062) Z 0 W (24 CI- LLI W. Cf) W Z CI J CCC � VT Z QJ 0 CV W in S -10A 116=11/111F0F 223 e.r so* N... emir atm/ oh+..a.7. n. Are clt..1*.loapiesemh Aalr CONSTRUCTION 4' L' LINE 89t00 STA I. 69+96.90 A 1" 70+0150 J1' IT ST A ]0+10. 11.32LT RA TO+14.60 9A715 Lr STA 'L' ]0+15.501 1 LT STA 70+2250) 42.78' LT Intnitioniontienlitionfienti *q► MI0I40,1010)410,41614. 00- IPA- cot emonitionseinmessmorom 'f FIBER OPTIC BEAN 4' DIAN CASED SHAFT (TYP.) UNCASED SHAFT (7714.) - CONTRACTOR TO CHOSE DIAM. MAUR NOTES: 1. THE CONTRACTOR SHALL PRONDE A 0REMIE CONCRETE MATH A 41101.11.111 DENSITY OF 150 P6 AND MINIMUM UNCON5NEO COIIPRESSVE STRENGTH 6 300 PS. THE MAfOMUM BOTTOM 6 SHAFT ELEVATION FOR THE SHAFTS AT STATOR 69+90.5 SHALL BE 1034.50. 111E MA0MUM BOTTOM 6 SHAFT ELEVATION FOR THE 41AF15 AT STATION 70+24.50 SHALL BE 1034.50. THE MAXIMUM BOTTOM 6 SHAFT 91EVAO0N FOR THE SHAFTS IN BETWEEN THOSE TWO STATORS SHALL VARY UNEAALY BETNEE1 THOSE TWO ELEVATIONS. or Ma at inv *Mr a•Am. eIt ,..W+aVus-mur sr, FACE OF SHOOFLY SHORING STA18'1" 70+2250) 4RT STA 'L' ]6+1850 .TA "L 70.1.1 50 ]0+10.50 BT STA "L' 70+06.501 24.78' RT STA 'L' 71+01501 '73.32' RT STA 1' 69+91.501 74.78' RT ) 71)00 0 #GC 223: CONSTRUCTION f •L' LINE 69100 1101E4' STA 1. 70+00.501 7.80' LT f STA 'l• ]0}04501 ) 1 7.:-]0}06.501 11 B6' LT J STA ' L• 70+0600) 760.17 STA 1 70+12501 ]66' IT STA 1• 70 14,50 STAT 70+211.50 ►Z►Z► ►►t►Z►I►LZ►LY►Z►1►IInotusl1.►II►mitest1l vionowtookeostike *******440.411411 014laatittatilitentscommetworivismotem FIDER OPTIC BEAM 4' DIAM CASED SHAFT (TYR.) UNCASED SHAFT (TTP.) — CONTRACTOR TO C 10SE DIAN. FACE OF SHOOFLY SHORING 1. 11E CONTRACTOR SHALL PROVIDE A TRIUNE CONCRETE NTH A MINIMUM DENSITY OF 150 PCF AND MINIMUM UNCCMFINEO COMPRESSIVE STRENGTH OF 300 P9. 2. THE MAXIMUM BOTTOM CF SHAFT ELEVATION FOR THE SHAFTS AT 5TA110N 60+90.5 SHALL BE 1036.50. THE MAXIMUM 607101 OF SHAFT ELEVATION FOR THE SHAFTS AT STATION 70+24.50 SHALL BE 1054.60. THE MAMMON BOTTOM OF SHAFT ELEVATION FOR THE SHAFTS ON BETT1EEN THOSE TWO STATIONS SNAIL VARY LNEARL+ BETWEEN THOSE TWO ELEVATIONS. L 70+22501 66' RT 1 5TA L' 70+2050 5TA 70+12.50 9 66' tiT ST A L ]0+06.50 RT STA ale 70-06.50 • STA ' Rr •1.' )0+0450) 9 a6 5TA •L' 70+00.50) 1966' RT 71100 'CD O W Q az w� CO g z z 11. 0 CV LJJ g a 0`}. s.1OC 111111.OFJ♦ 2234. 1. F.sanfl00FS 00%M+000+mr *0 liew+I4s..l.. 0 IRdwl 1.3-0600 s.A I CONSTRUCTION ¢ •L' LINE 69+00 57„6.2.1.; •L• 70+0250) 5TA6' •LLT 70+06.50) 6 5TA 1' 7"1"1 4 42' 1 1 STA 1. 69+9050 TA •L 69+94.50 69+90.50 STA L 70+14.50 STA L 70418 sI*m*sIIm*IIelG1 IIIIs7ssJ It(1I1ieI!1i VAVAINIA -•fret:V4 olibw **;.440 041 C 'UTI I'U'UI'I�l.'�l+t+46404•04,4101% Ifl'*�I1' 4W'1tfi1► FIBER OPTIC BEAM STA 'L 99+90.50 IST* 6 116 39' RT +' DIAM CASED SHAFT (11P.) UNCASED SHAFT (TTP.) — CONTRACTOR TO CHOSE DIAN. FACE OF SHOOFLY SHORING STA 70+2250 1634' 6T 10.501 NOTES: 1. ME CONTRACTOR 94ALL FN0NDE A TREIRE CONCRETE 'MM A NINIYUM DENSITY OF 150 PCF AND MINIMUM UNCONFINED COMPRES0IE STRENGTH OF 300 PSI. 2. THE NAXLIUM 6011066 OF SHAFT ELEVATION FOR THE SHAHS AT STATION 00490.6 SHALL RE 1036.50. ME 11009+11 BORON OF SHAFT ELEVATION FOR ME SHAFTS AT STATION 70+24.50 SHALL 6E 1034.50. THE MANNUM BORON OF SOFT ELEVATION FOR ME SHAFTS IN BMW MOSE TWO STATIONS SHALL VARY LINEARLY BEMEFN THOSE TWO ELEVATIONS. STA 1. 69+98.501 1784' RT 71100 • S -10D MNIRNIltroF 223 [r,441..n,4n&AN N,R,4...66. MoArclu..InM.mM,.45+a.Vn.t-.mwr sw, CONSTRUCTION @ "L. LINE 69+00 STA 'L" 70+0630) 1 TA i' 70+04.50 (STA L 70400. 1G 971T L' 69+95.50 L 7041250 IT STA "L" 70+16 50 83.1 6+92. 1T 51093' !TOR 90.50 T8B+90.50 STA 70420.50 TA 70+2250 2' LT FIBER OPTIC BEAM 4' DIAM CASED SHAFT (TIP.) INCASED SHAFT (TYP.) - CONTRACTOR TO CHOSE DIAM. S FACE OF SHOOFLY SHORING STA L 69 STA 70+20.50 STA "L. 70+14.50 STA L 70404.50 NOTES. 1. THE CONTRACTOR 4141.1. PROVIDE A 1RENE CONCRETE 591H A MINIMUM 0004TY OF 150 PCF MO MINIMUM UNCONFINED CONPRESSVE STRENGTH CF 300 PS. 2. NE MAg0154 BOTTOM OF SHAFT ELEVATION FOR THE SHAFTS AT STATION 89+90.5 SHALL BE 1038.50. THE MANIMUM BOTTOM OF SHAFT ELEVATION FOR THE SHIFTS AT STATION 70424.50 SNALL BE 1014.00. THE MAAMUM BOTTOM OF SHAFT ELEVATION FOR THE SHAFTS 1G BLTNLIN 11105E TWO STATIONS SHALL VARY LINEARLY BETWEEN THOSE TWO ELEVATIONS. a. 7555/... ea/w155.5, . /a Mad 919a.I.*..0511/A.rv/mn, nr 1 i" 70+08.501 93 RT STA V 70+06.601 1493' RT 71)00 FEDERAL AID #STPX-f CPD-0OOS(062) c0 o_ :D Q Z a_ LuZ LL) Q W g Z Z J 0 C1 J W Q Q Ili 0 0 + I O 00 0 o W L? z co Q 0 coW Tn • 223 22 CONSTRUCTION If LINE 891.00 5TA34'RR'T f ]0002.5501 STA V 70+06.'0 107' PT 5TA 1. ]O+i0.S01 25{' PT SU L' 70+14.501 ]' RT STA 70018.50 A 59+90.50 ►I►t►I►LI►I►Z►I► *UitionmenbIflii �`' 11►' lI� 1.1►' 1� ,,wvI,A f f► 44we`l 6, oil44-41-4444i Attitwot wootozonsmitentimitalumneA FIBER OPTIC BEAM A Y' 68+90.50 093' RY A 59+9450 NOTES. 1, THE CONTRACTOR SHALL PROMOS A IREAIE CONCRETE '06TH A MWINUN DENSITY OF 150 PCF AND NWINUN UNCONFINED COMPRESSAE 07RENGTN OF 300 P9. 2. THE NAXIMUN BOTTOM OF SHAFT ELEVATION FCR 111E ST4AF15 AT STATION 89+90.5 SHALL BE 1038.50. THE MAIONUN BOTTOM. OF SHAFT ELEVATION FOR THE SHAFTS AT STATION 70+24.50 9IALL BE 1034 80. THE MAIONUN BOTTOM OF SHAFT ELEVATION FOR 144E 54AF75 W MINED/ THOSE TWO STATIONS SHALL VARY LINEARLY BE1%EE74 THOSE TWO ELEVATIONS ..emr_rc0.smsra,� o.w._oe n,e.-+*4,Wwr4,.Vwe.i+Lr-,mar aw, 4' DIAM CASED SHAFT (TTP.) UNCASED SHAFT (rm.) — CONTRACTOR TO CHOSE DIAN. FACE OF SHOOFLY SHORING 51 70+22.50 STA i' 70+18.50 TA 70+14.30 IRT STA 70+1031 b' RT STA 'L' ]0+08301 093' RT 1 STA 'L' 70+0251 948' RT 101493?" -R7' 5R9+98.Sp� ]1100 S -10F 223. CONSTRUCTION c.•L' LINE 69 CO WNW Waal Mali MAW Mill ttiittttstii iI*fl'ftnl Tit I 1 1 1 1 1 1 1 1 1 1 1 1 11 I V 1 1 1 1 1 TA -411-0-114); 1+f' 041'L.�'�'`j {��ti w�Y'Yy fes Itestsga: lef.%,"70,141 ItltltltltlthLtltltlMIMtlL11Z1t4t�L���tl'U .I..I.E.E...w..�.lrwMEINMimi FIBER OPTIC BEAM 4' DIA6 CASED SHAFT (TVP.) UNCASED SHAFT (rep.) TO CHOSE DIAM. FACE OF SHOOFLY SHORING NO1ES; 1. THE CONTRACTOR SHALL PROMDE A T1291I0 CCNOREIE TSTH A MINIMUM DQISTY OF I50 PCF AND MINIMUM UNCONFINED COMPRESSIVE STRENGTH OF 300 99. 2. THE MAIOMUM 8011014 OF SHAFT EIEVATON FOR 1RE SHAFTS AT STATION 88+90.5 SHALL BE 103656 THE MAXIMUM BOTTOM CF SHAFT ELEVAl10N'Ftn THE SHAFTS AT STATION 70424.50 SHALL BE 1034.80. THE MAXIMUM BOTTOM OF SHAFT ELEVATION FOR 1110 94AF15 IN BETNEQI THOSE 140 STATIONS SHALL VARY UNEARLY BET0FEH THOSE IMO ELEVATIONS. 1.slwerle.12S4.I 6248* sr I 71 OD CONSTRUCTION 'L' LINE - 61t00 orsomosarcomosmoanamoolD ABER OPTIC BEAM 4*1i'•*Ii' ♦ice♦+�~ pAA,`:140 05A41,l.: p, •NAv .#00)0 dal ioitiill i1►r inmUUentot flnsion114bItP 4' DIAAI CASED SHAFT (TMP.) UNCASED SHAFT (TMP.) - CONTRACTOR TO CHOSE DIAN. $ A L 88+98.60 600• RL NOTES - 1. THE CONTRACTOR SHALL PROVIDE A 0REMIE CONCRETE MTH A MINIMUM DFN9TY OF 150 PCF AND LHINWUM UNCONFINED COMPRESSIVE STRENGTH OF 300 PSI. 2. THE MAMMON BOTTOM OF SHAFT ELEVATION EOR THE SHAFTS AT STATION 58+90.5 SHALL BE 1038.50. THE 00.)01/10 BOTTOO OF SHAFT ELEVATION FOR THE 91AFT5 AT STATION 70+24.50 SMALL BE 1034.60. THE MA0MUO BOTTOM OF SHAFT EHEVABON FOL THE SHAFTS IN 00160 * THOSE TM) STATIONS *HALL VARY LINEARLY 6ETAEEN THOSE TOO ELEVATIONS FACE OF SH00FLY SHORING STA C 70+2050 ST2 . 70+16.551 •00'RT STA 1-' 701.12.50 00' AT • STA 'L' 70+0850 800• RT STA Y' 70+04.50 RT STA 'L' 70+00.501 RT 1 71t00 z 0 Lu aw > Q w O C� V � J O N 4J_ w LG Q < Y 11 Qn� 1 S-1OH 223 la/ sr. m'. NMI el hhar OHMnlw✓.,,M4*A91116_9-02.. 0..t OWNER: PROJECT NAME. FEDERAL AID NO CITY PROJECT NO HLA PROJECT NO. CONTRACTOR: CHANGE ORDER NO. 8 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: February 16, 2011 Original Contract Price: $11,169,856.03 Current Contract Price Adjusted by Previous Change Order(s): $12,525,916.58 Change in Contract Price Due to This Change Order $40,000.00 Adjusted Contract Price Due to This Change Order $12,565,916.58 Original Contract Completion Date: June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order August 31, 2011 Change in Contract Completion Date Due to This Change Order 20 Additional Days Revised Contract Completion Date: September 29, 2011 CONTRACTOR: ENGINEER: OWNER: Apollo, Inc. BergerAbam City Engineer 734c.0- City Manager sleo.dosh 1®Lser,:d ayolmamnro:Mkofan User Dm Say.anaumeItW1611 CHANGE ORDERa=b 0 Date: Date: Date: Y,//1 Date: 3— e/ ` G c>// Q 0000001 February 16, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No. 06106E CHANGE ORDER NO. 8 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 8-1 Cost/Time Adjustment for Delays thru 10/18/2010 LS 1 $40,000.00 $40,000.00 CHANGE ORDER NO. 8 TOTAL $40,000.00 Reason for Change Order This change order shall include compensation to the Contractor for delays and costs associated with the following delays: • Delay in work by BNSF, including but not limited to signal relocation, track relocation to shoofly, and temporary track crossing construction. • Delay in fiber optic relocation. • Delay due to reordering rebar for the NW cantilever wall. The amount of this change order covers any and all costs and time extensions related to these delays listed herein, both for time past and through the remainder of the project. MacintoshND:U•en'tllreyol'Docmaib'Mktc•oR Wk. Date.SavetlAtachments.0211311 pNNGE ORDER ash 0000002 General Contractor PROJECT NAME: Yakima Railroad Grade Separations Phase 2 e Lincoln Avenue OWNER: City of Yakima Apollo PCO: 018 CHANGE DESCRIPTION: Time Impact Analysis Change COST BREAKDOWN 'DESCRIPTIONQTY r UNIT UNIT MAT'L Time Extension I 1 1 LS I 2/8/2011 MAT'L TOTAL UNIT LABOR LABOR TOTAL UNIT EQUIP TOTAL EQUIP SUBS MATERIALS MARK @ 21% 3,433.25 $3,433.25 LABOR 5720.98 MARK @ 29% $4,154.23 9,600.00 9,600.00 EQUIPMENT $2,784.00 MARK @ 21% $12,384.00 TOTAL CHANGE: $40,101.21 $ 11,900.00 $ 8,182.13 $ 11,900.00 $ 8,182.13 $2,499.00 SUBCONTRACT $981.86 MARK @ 12% SUBTOTAL $14,399.00 1 $9,163.98 Yakima Railroad Grade Separations - Phase 2 Lincoln Avenue Time Impact Cost Analysis - 20 Day Time Extension Subtotal Subcontracts $ Subcontract Mark Up - 12% $ Total Subcontract $ 9,163.98 '1 8,182.13 981 86 ✓ J �i30L�'12 $5,41/I.F =ig.7o v1153ag-/45't.b? Apollo Extended Overhead Total Cost 160 Hours Supervision $ 9,600.00 Subtotal Labor $ 9,600.00 Labor - 29% $ 2,784.00 Total Labor $ 12,384.00 1 Month Trailer Rental $ 1,100.00 1 Month Utilities (Phone, Internet, Power) $ 353.38 1 Month Temp Fencing $ 420.00 1 Month Formwork Costs (See Breakdown) $ 1,100.00 1 Month Toilet Facilities (See Breakdown) $ 459.87 Subtotal Materials $ 3,433.25 Materials Mark Up - 21% $ 720.98 Total Materials $ 4,154.23 20 Day Equipment (See Breakdown) $ 11,900 00 Subtotal Equipment $ 11,900 00 Equipment Mark Up - 21% $ 2,499.00 Total Equipment $ 14,399.00 Scheffler Productivity Impact (See Breakdown) $ 8,182.13 Subtotal Subcontracts $ Subcontract Mark Up - 12% $ Total Subcontract $ 9,163.98 '1 8,182.13 981 86 ✓ J �i30L�'12 $5,41/I.F =ig.7o v1153ag-/45't.b? D116 _ Yakima Railroad Grr.,dle Separations Phase 2 Equipment Listing CLASSIFICATION Working Days YEAR MAKE MODEL Blue Book Daily Total Cost WHEEL LOADER 20 1996 CAT 950F II $ 320 00, $ 6,400.00 FORKLIFT 20 2003 CAT TH83 $ 275.00 . $ 5,500.00 Total Cost $ 11,900.00 �f ,.TCS o www.equIpmentwatch.com Rental Rate Blue Book® Caterpillar TH83 (disc. 2003) Telescoping Boom Rough Terrain Lift Trucks Size Class: Lift Capacity. 3.6 - 3.9 MTons Weight: 22,400 lbs. Configuration for TH83 Power Mode Diesel Maximum Reach 27'0" Horsepower 101.0 Base Capacity Maximum Lift Height 8,000 lbs 41'0" Blue Book Rates "" FHWA Rate is equal to the monthly ownership cost divided by 176 plus the hourly estimated operating'cost. Monthly Published Rates $3,965.00 Adjustments Region ($75.71) (Washington: 98.1%) Model Year (2000' $3.91 100.1%) Ownership (100%) Operating (100%) Total: $3,913.20 Ownership Costs Weekly $1,115.00 Daily , ' Hourly $280.00 $42.00 ($21 18) ($5.32) ($0.80) $1 09 ' $0.27 $0.04 $274.95 $41.24 Rate Element Allocation 7' Nib"' ( 7D 1+ s/ Element 1 _ Percentage Depreciation (ownership) ZZ " 2--1/4:131% Overhaul (ownership) ` 2 54% CFC (ownership) 9% Indirect (ownership) 7� p �/ 6% Fuel (operating) @ $2.58 , f 1 " I 2/ f f'/Z s t rr2� ttw vY D / 35% Revised Date: 1s1 Half 2010 Estimated Operating Costs Hourly $20.95 $20.95 FHWA Rate" 111 4tri Hourly $43.59 $43.18 � v 7�,3- 3 -� Of�Value = [• $1,235.35 / mo $2,151.90/mo $358.65 / mo $239 10 / mo $7.32 / hr All material herein © 2003-2010 Penton Media, Inc. All rights reserved. Page 1 of 1 EQUIP ENT r `L TOPS www.equiprnentwatch.com Rental Rate Blue Book® June 23, 2010 Caterpillar 95OF SERIES II (disc 1998) 4-Wd Articulated Wheel Loaders Size Class: Net Hp: 150 • 174 HP Weight: 36,521 lbs. Configuration for 950F SERIES II Power Mode Diesel Bucket Capacity -Heaped 4.00 cy Net Horsepower 170.0 Operator Protection _ EROPS Equipment Notes: Includes General Purpose bucket and ROPS, unless otherwise noted. Configuration Notes: with EROPS Blue Book Rates " FHWA Rate is equal to the monthly ownership cost divided by 176 plus the hourly estimatedfoperating cos . Ownership Costs Monthly Weekly Daily. Hourly Published Rates $4,730.00 $1,325.00 $330;00 ' $50.00 Adjustments Re ion(5104.06) ($29.15) '457.26) (51 10) (Wa a K)ngton:9 Model Year (1996. (560.14)($16.85) (54.20) (50.64) 98.7%) Ownership (100%) - , - - Operating (100%) - Total: $4,565.80 $1,279.00 $318.54 $48.26 Estimated Operating Costs Hourly $26.20 $26.20 FHWA Rate** Hourly 853.08 $52.14 Rate Element Allocation Element— , , Percentage Value Depreciation (ownership) Z5, -Q' j 5 40% $1,892.00 / mo Overhaul (ownership)2 30% $1,419.00 / mo CFC (ownership) 19% $898 70 / mo Indirect (ownership) 4q1 40 11% $520.30 / mo Fuel (operating)@$2.20.;• (2. 90 wets is-Np_ay 46% $11.97 / hr Revised Date: 2nd Half 2009 All material herein © 2003-2010 Penton Media, Inc. All rights reserved. Page 1 of 1 Yakima Grade Separation Requested amount (See detail Below) $ 8,182.13 Loss of Production Labor for WE 07-24 thru 08-14 4 Man Crew 7/24/2010 Total Weekly Hrs 40.00 7/30/2010 Total Weekly Hrs 40.00 8/07/2010 Total Weekly Hrs 40.00 8/14/2010 Total Weekly Hrs 40.00 Total Man Hours 160.00 59.00% $ 22.62 Loss of production labor - 20% 32.00 Total Productivity Loss Labor 1,882.56 Labor Mark-Up at 29% 545.94 Stickney, Adam $ 37.92 Total Equipment Hours 60.00 Loss of production equipment - 20% 12 Total Productivity Loss Equipment $ 4,755.06 Equip Mark-Up at 21% 998.56 Total Productivity Loss $ 8,182.13 SCHEFFLER NORTHWEST, INC. IhilL,.,vt...r_ar r,•ri�r,�ic•zsllti.ilttiit :,1 311:toml 1111 1, H I..:M)a fil1.147b i\\^,0Lnq\1.......;1 1U1, 14 1.14 1171U:101111 M, 11`1r: 822.54.-32-4 ,Whr�.. Hourly Labor Cost Detail Wage Burden % Burden Cost Total Boettcher, Ryan $ 35.63 66.60% $ 23.73 $ 59.36 Brisson, Shawn $ 38.34 59.00% $ 22.62 $ 60.96 Kruse, Randy $ 30.25 76.50% $ 23.14 $ 53.39 Stickney, Adam $ 37.92 62.50% $ 23.70 $ 61.62 Average Wage from Crew $ 35.54 66% $ 23.30 $ (58.83' Mark-Up Rates Labor 29.00% Equipment 21.00% Materials 21.00% Subcontractos 12.50% 1)amm---R+4$ TOLIque Muvo = t322,11 Ip, 39'5..23 Nto. c�� TRAILERS CARGO VAN FIELD OFFICE TRAILERS Estimated Operating Trailer Size Office Size Cargo Size Monthly $ Weekly $ Daily $ Hourly $ Cost $/Hr. 8' X 24' 8' 16' 175.00 49.00 12.00 2.00 .70 A(Tandern Axle) 8' X 24' 8' 16' 160.00 45.00 11.00 2.00 .65 8' X 24' 12' 12' 165.00 46.00 12.00 2.00 .70 8' X 28' 8' 20' 180.00 50.00 13.00 2.00 70 8' X 28' 10' 18' 185.00 52.00 13.00 2.00 75 8' X 28' 12' 16' 185.00 52.00 13.00 2.00 .75 8' X 32' 8' 24' 200.00 56.00 14.00 2.00 75 A(Tandem Axle) 8' X 32' 8' 24' 195.00 55.00 14.00 2.00 75 12' X 24' 12' 12' 200.00 56.00 14.00 2.00 75 .(Tandem Axle) 12' X 32' 12' 20' 205.00 57.00 14.00 2.00 .80 A(Tandem Axle) STANDARD FIELD OFFICE TRAILERS Trailer Size Estimated Operating Monthly $ Weekly $ Daily $ Hourly $ Cost $/Hr. 8' X 16' 170.00 48.00 12.00 2.00 .80 8' X 20' 190.00 53.00 13.00 2.00 .85 8' X 24'215.00 60.00 15.00 2.00 .90 8' X 24'250.00 70.00 18.00 3.00 .95 A(Includes toilet.) 8' X 26' 230.00 64.00 16.00 2.00 .90 8' X 26' 255.00 71.00 18.00 3.00 .95 A(Includes toilet.) 8' X 28'265.00 74.00 19.00 3.00 1.00 8' X 28' 290.00 81.00 20.00 3.00 1.05 A(Includes toilet.) 8' X 32' 275.00 77.00 19.00 3.00 1.00 8' X 32' 305.00 85.00 21.00 3.00 1.05 A(Includes toilet.) 10' X 32' 390.00 110.00 28.00 4.00 1.25 12' X 56' TVvu 12 x 351 fRo LE.tLS) � Yljt}tp a (695.001 195.00 49.00 7.00 1.90 X 6`�d d jl4/mo 24' X 48' 585.00 165.00 41.00 6.00 1.65 If "13T4t.. = (0954 4/1 .2., = 114.6 , 20 +- ZC90)14 4<.$1 li cx,(vno, 4471.2 /,Imo WATER TRAILERS 5h0Wr, on .c� / (\Pou (Trailers include a centrifugal pump with sump and a rear spraybar.) Tank Capacity Pump Capacity Estimated Operating Monthly $ Weekly $ Daily $ Hourly $ Cost $/Hr. 3,000 gal 4,000 gal 5,000 gal 5,000 gal 6,000 gal 6,000 gal 7,000 gal 8,000 gal 9,000 gal 10,000 gal 12,000 gal 14,000 gal 2nd Hal( 2009 1,200 gpm 1,200 gpm 750 gpm 1,200 gpm 1,200 gpm 1,500 gpm 1,500 gpm 1,500 gpm 1,500 gpm 1,500 gpm 1,500 gpm 1,500 gpm 1,545.00 435.00 110.00 17.00 6.55 1,555.00 435.00 110.00 17.00 6.55 1,575.00 440.00 110.00 17.00 6.35 1,665.00 465.00 115.00 17.00 6.65 1,975.00 555.00 140.00 21.00 7.80 1,985.00 555.00 140.00 21.00 7.85 2,055.00 575.00 145.00 22.00 8.10 2,165.00 605.00 150.00 23.00 6.50 2,230.00 625.00 155.00 23.00 8:75 2,335.00 655.00 165.00 25.00 9.15 2,525.00 705.00 175.00 26.00 9.80 2,960.00 830.00 210.00 32.00 11.40 Copyright 2009 by EquipmentWatch. All rights reserved. Rental Rate Blue Book, Volume 1. 1-800.669-3282 §19.13 ' ' -'•' ----cc, ci.. . - ••••• z:ic., '',.•••••• .. ,.-: -,• INVOICElit; ,..90.21907 , -- c„ -:FONT -:- , ,••• - • te6badi Num'ber--.. :::::,!. ::-..22900310.•1, '' _,-; •:,. ...,„ -".. .. ::::•"- _ . . . . .. , - • . „„ • ...• • ••2 •• ••,•• .. ,•. .•.•• ',, .:'. : •• •-•.... ••••,-,:- ' :s- ,• • i , - • , •:• • ' •••.Coact Description;',,'" ':YAKINIA RF,I:RApF:..S,0A...:-:'..-..- : Job #:'ocgo4 --•:,. •::- ,. .. ,,.. .. c, . -, ,.„ 1 .....-- '.. c, . , c:i ',.-,..- • '.",c- c".:',.. -••••- •-•'• "I,. ....,.'....,•:,:,,'-'.., r' . '''... , ' ". ''' '"'':,,:. '''... ' .''YAki f1.46 RR GRADE,'SEPARATION„ . ‘.• INTRSCII9N. OF -LINcOl...N/FRONT.STS , , ,.. , ' . . • • . •tt -I. • v.. • • -.. ' -Please Remit to: •-• 2290. ,••••:•• . ;- - -!, ••• r.... :',• '.....: '' '11 ''S .'•,- ' ' ” -' ' ALUMA s,rsi-0-..8:4.)i-ei...o- . YAIV*.WV).... 98901 :. `• ''''. ' •",lo•\'‘ v• -• -: -,-"-• ' ..lrij!eiic*p...SC.; ''' •-•" '•••-i;St'i:iiiier:#: '•''-•;9000596 ; --• ' , ,, . .. i. ' •; - ..:'. '1;:,;.:.'.,$1,'. ":. ,,,,•APOLLO IN .,„„. . : . , ,, c., , : ., . ,,, - • - ..., .,,,V;i1•4 ,,,,,,;,;„ . • 1133 WEST COLUMBIA DRIVE •,:••• •••• • • •.KEtiNlA,IIPK, Vy)0„9036 clnitect.States : - • • : • : • • , '• ;.ponwrieilts: ••'•• •• ••• •-• ., • •••Pp."S(M'91473 • - •• ; ' • •CHICAGO„ IL 60693 'Url!ted States • • .. . - • • Phone: 425-!251.`79270. •••• t •,`• Fax 42525i: -s218». • Service Rep:AEGG, ANNETTE • ; .• • -Sales Rep' 7.113i '••• Terms .of:peyrbent:- z.,.. pup' Q froployoicp.detp '7 „ .. • • •i •Rpnisl Bilhng fo!.:thp.'pprio0 of 1218/10 *pciP WaU 1 110000 ,Add 1PIe Cap Gangs - .§1,471.20 ' . „ . MATERIALERIAL 31 DESCRIPTION QUANTITY :UOIV1 PRICE • • 3860 ' '• RENTAL CHARGES FQ1:2 THE PERIOD, ; , EA '1,4f71.20 • '••1 471 20 .•SUB TOTAL OF ALL ITEMS ''',‘ • ." , • . • - Pesci-optic:sq.) ' .-;Tra?( Rate • "••• ' •••'' "•1 171:g0 . *. -4 ••• •• , 4 •••••:' • • • -14- ••: -". • , • ' „:1•••,:••• Taxable Amount Tax 944, March 8, 2011 OWNER: PROJECT NAME: FEDERAL AID NO.: CITY PROJECT NO.: HLA PROJECT NO.: CONTRACTOR: CHANGE ORDER NO. 9 City of Yakima Railroad Grade Separation Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: Original Contract Price: $11,169,856.03 Current Contract Price Adjusted by Previous Change Order(s): $12,565,916.58 Change in Contract Price Due to This Change Order: $562,250.00 Adjusted Contract Price Due to This Change Order $13,128,166.58 Original Contract Completion Date: June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order August 31, 2011 Change in Contract Completion Date Due to This Change Order -0- Additional Days Revised Contract Completion Date: September 29, 2011 CONTRACTOR: ENGINEER: OWNER: Apollo, Inc. BergerAbam City Enger Manager GIPROJECTS12006106106E YA RR GRADE SEPARATION-Apo1b\CHANGE ORDERSN3081 t CHANGE ORDER 9.x Date: / 7/1 l Date: 3 -S -it Date: \ 8\ I 1 Date: a)..1/J/ March 8, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No.. 06106E CHANGE ORDER NO. 9 ITEM UNIT NO. DESCRIPTION UNIT QTY PRICE AMOUNT 9 1 Construct East and West Shallow Tremie Bottom Seal Sections LS 1 $562,250.00 $562,250.00 CHANGE ORDER NO. 9 TOTAL $562,250.00 Reason for Change Order: Due to problems encountered with the bottom seal program using the permeation grouting method, alternate methods of construction were developed by the City and the Contractor. This Change Order involves the construction of the portions of the seal at either end of the seal, Sta 68+10 to Sta 69+04 and Sta 72+22 to Sta 73+34 constructed through a series of tremie pours using temporary strut bracing where needed. This Change Order will include the compensation to the Contractor for costs associated with the construction of the tremie seal work described herein and is full and final compensation for all costs associated with installing the tremie seals, removing spoils and chipping lean concrete. Apollo shall use whatever means and methods are appropriate to limit infiltration through or around these tremie seal sections. Specifically, Apollo shall make all reasonable efforts to clean all sediment off the interfaces between the tremie seal and the secant walls and between any adjoining tremie pours in order to assure concrete to concrete interfaces at these joints. Prior to any tremie pours, Apollo shall propose how these joints will be kept clean and the City must accept Apollo's proposals prior to proceeding. Assuming reasonable means and methods are used and agreed to by the City, then if there are leaks through or around these tremie seal sections, they will be repaired under force account at the City's discretion using means and methods agreed to by the City and Apollo. No time extension in working days is included in this Change Order. The Change Order does not include the costs associated with this extension of the schedule, nor is it intended to include all the delays resulting from the changes to the bottom seal. When the design of the remainder of the bottom seal is completed, another change order will be prepared for the remainder of the bottom seal and that change order will include any additional schedule changes as well as the costs related to the total schedule extension for the changes to the bottom seal. 0:Documents end S.Oelg.MxaK IC.D ekloplO30811 CHANGE ORDER Dles 2 U -4- BEGIN 7REM/E CDNC., L -STA 72+22.00 h -PROFILE GRADE LINE CHLINE STA 'CTRL. PT 'I' 5 i1 L 1/ CTRL. PT. '2' L L -STA 72+78.88, L -STA 72+22.00 ELEV. 1051.53 L -STA 73+34.05 ELEV. 1043.57 ELEV. 1057.08 1-' 41 II C7RL. PT. '3' L -STA 73+00.00 ELEV. 054.48 CTRL. PT. 4' iJ 11. TOP OF 50L0/ER - P/LE, TYP TOP OF CONCRETE SHAFT, TYP ILL PROFILE GRADE UNE `BOTTOM OF SHAFT AND SOLDIER PILE, TYP EAST END - TREMIE BOTTOM SEAL ELEVATION SCALE. 1"=10'-0. NO1F5 I. 777E CONTRACTOR SHALL PROVIDE A 7REM1E CONCRETE MTH A MINIMUM DENSITY OF 150 PCF AND MINIMUM UNCONFINED 28 OAY COMPRESSIVE STRENGTH OF 300 PSI. 2. THE CONTRACTOR SHALL PROVIDE TEMPORARY STEEL BRACING AS SHOWN IN THE PLANS. THE CONTRACTOR SHALL CHOOSE FROM THE FOLLOMNG ALTERNATIVES. - 24.0, SCHEDULE 40 - 30-0, SCHEDULE 20 - 36"0, SCHEDULE 10 TEMPORARY BRACING SHALL COMPLY 7477H ASTM A252 CR. C 45 1/51. J. THE WA7ER LEVEL INSIDE THE UNDERPASS SHALL DE MAINTAINED AT 711E EXISTING GROUNDWATER ELEVA PON AT ALL TIMES. 4. INSTALL TEMPORARY BRACING 'A' PRIOR TO ANY EXCAVATION BELOW CURRENT GRADE. INSTALL TEMPORARY BRACING 'B' PRIOR TO ANY EXCAVATION BELOW CURRENT GRADE EAST OF TEMPORARY BRACING 'B' THE TEMPORARY BRACING SHALL HAVE STEEL END PLATES WELDED TO BOTH ENDS. THE END PLATE ON 0N£ END SHALL BE PLACED FLUSH AGAINST THE PILE CAP WHILE THE END PLATE ON THE OTHER END IS A FEW INCHES AWAY FROM 771E FACE OF THE PILE CAP BOTH END PLATES SHALL BE BOLTED TO THE PILE CAP HOLES SHALL BE PERCUSSION DRILLED ONLY,, NO CORE DRILLING MU BE ALL04150. THE END CLEAR OF THE PILE CAP SHALL BE FORMED ON THE BOTTOM AND SIDES AND GROUTED BETWEEN 177E PILE CAP AND THE ENO PLATE IF NEITHER END PLATE CAN 8E PLACED FLUSH AGAINST THE PILE CAP, BOTH ENDS SHALL BE GROUTED. GROUT SHALL BE MAS7ERFLOW 918 BY BASF 57KAGROUT 328 BY 5/5A, EUCUD ?ll -FLOW GROUT', OR APPROVED EQUAL 7. THE CONTRACTOR SHALL USE WHATEVER MEANS AND ME MODS ARE NECESSARY TO ASSURE A CONCRETE TO CONCRETE INTERFACE BETWEEN THE 7REMIE SEAL ANO THE EXISONG SECANT PILE WALL • FEDERAL AID #STPX•NCPD-000S(062) • BEET S-101 S=66110, AMIZSCSI 225 .et z,e., n.- d.v.,m a.v. a. nl....,,., rw.K..als.a.uz.V..ru,&a.aw..+urznnu ,a.:.,., s... -Ja TOP OF CONCRETE SHAFTS, TIP JL 1L. PROFILE GRADE LINE TREMIE CONCRFTE NOTES I. THE CONTRACTOR SHALL PROVIDE A TREMIE CONCRETE 1,77H A MINIMUM DENSITY OF 150 PCF AND MINIMUM UNCONFINED 28 DAY COMPRESSIVE STRENGTH OF 300 PSI. 2. THE CONTRACTOR SHALL PROVIDE TEMPORARY STEEL BRACING AS SHOWN IN THE' PLANS THE CONTRACTOR SHALL CHOOSE FROM THE FOLLOWING AL7ERNA TrS - 24'4, SCHEDULE 40 - 30'4. SCHEDULE 20 - 36'4 SCHEDULE 20 TEMPORARY BRACING SHALL COMPLY WITH ASTM A252 GR. C 45 K51. 3. THE WATER LEVEL INSIDE THE UNDERPASS SHALL BE MANN TAINEO AT THE EXISTING GROUNDWATER ELEVA00/1 AT ALL TIMES. INSTALL TEMPORARY BRACING D. PRIOR TO ANY EXCA VA DON BELOW CURRENT GRADE. INSTALL TEMPORARY 012ACING 'C' PRIOR 70 ANY EXCA VARON BELOW CURRENT GRADE WEST OF TEMPORARY BRACING 'C' 5 THE TEMPORARY BRACING SHALL HAVE STEEL END PLATES WELDED TO BOTH ENDS THE END PLATE ON ONE ENO SHALL BE PLACED FLUSH AGAINST THE PILE CAP WHILE THE END PLA TE ON THE OTHER END IS A FEW INCHES AWAY FROM THE FACE OF THE PILE CAP BO7H END PLATES SHALL BE BOLTED TO THE PILE CAP HOLES SHALL BE PERCUSSION DRILLED ONLY, NO CORE ORILUNC WILL BE ALLOWED 6. THE END CLEAR OF THE PILE CAP SH411 BE FORMED ON THE. BOTTOM .480 SIDES AND GROUTED BETWEEN THE PILE CAP AND THE END PLATE. IF NEITHER END PLATE CAN BE PLACED FLUSH AGAINST THE P1LE CAP. BOTH ENDS SHALL BE GROUTED. GROUT SHALL BE MASTERFLOW 92d BY BASF, SIKACROUT 328 BY STK A, EUCLID HI -FLOW GROUr OR APPROVED EQUAL. THE CONTRACTOR SHALL USE WHATEVER MEANS ANO METHODS ARE NECESSARY TO ASSURE A CONCRETE TO CONCRETE INTERFACE 8(760EN THE TREMIE SEAL A140 THE EXISTING SECANT PILE WALL. -L J1 II 1L TOP OF SOLDIER PILL; TYP BOTTOM OF SHAFT AND SOLDIER PILE, TIP TEMPORARY BRACING '0' L -STA 69+01.68 8 ti ti .1L JL I L J CTRL. PT '6 -57A 68+25.00. PT. 'S' ELEV. 1057.01 1-5TA 68+10.00 ELEV 1056.21 WEST END - TREMIE BOTTOM SEAL ELEVATION SCALE: 1".10'-0' C7R . P7. '7' L-5TA 68+ 56.1Z ELEV. 105.177 L � J 7CTRL. PT '8' L -STA 69+04.00 ELEV. 1046.63 1 CHL/NE STA 69+31 FEDERAL AID #STPX-NGPD-000S(062) z O_ 1— §LIJ — §w az ww Q w �J ce O V, U Z Q O N w _ Q < >- J w En 2 0 ON m w_� LU w S 1- 0 z w w S -10J SUER® 201 w ra... i_Imp +, AV/r mua..swwr,......ois>,.1.u..1w.r-a.e,I144,1,wlva_s-zat J PROFILE GRADE 7- & PIVOT POINT FINAL GRADE 4.-5 1/2- oorr0M SEAL TYPICAL SECTION STA 68+10 TO STA 68+78 STA 72+59 TO STA 73+34 PROFILE GRADE ,/- & PIVOT POINT 0 1/2 - FINAL GRADE TYPICAL SECTION 57A 68+78 70 STA 69+04 STA 72+22 TO STA 72+59 ELEVATION FROM S -7N SECANT PSE (706) ELEVATION FROM 5-101 & 5-70J SECANT PILE (TN.) PROFILE GRADE & PIVOT POINT FINAL GRADE i SECTION C STA 68+34 TO STA 68+42 STA 72+96 TO STA 73+04 SECANT PILE (TM) FEDERAL AID #STPX-NCPD-000S(062) J u -I (1)O C7 Ow co W w CO w CC 0 z w 0 S -10K 225 OWNER: PROJECT NAME: FEDERAL AID NO CITY PROJECT NO HLA PROJECT NO CONTRACTOR: CHANGE ORDER NO. 10 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: March 24, 2011 Original Contract Price: $11,169,856.03 Current Contract Price Adjusted by Previous Change Order(s): $13,128,166.58 Change in Contract Price Due to This Change Order $290,000.00 Adjusted Contract Price Due to This Change Order $13,418,166.58 Original Contract Completion Date: June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order August 31, 2011 Change in Contract Completion Date Due to This Change Order -0- Additional Days Revised Contract Completion Date: September 29, 2011 ENGINEER: OWNER: BergerAbam City Engineer City Ma ager Macintosh FIOUsso.dmayo1Dessurnentatalicroadt User DNa'Oaysd PVeclmanbCM2411 CHANGE ORDER 10abv Date: 5/17/2""/ Date: 3- 23-11 Date: 3 Z y (\ Date: =1 March 24, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No.. 06106E CHANGE ORDER NO. 10 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 10-1 Construct Secanted Bottom Seal 69+80 5 to 69+88.50 LS 1 $290,000.00 $290,000.00 CHANGE ORDER NO. 10 TOTAL $290,000.00 Reason for Change Order Due to problems encountered with the bottom seal program using the permeation grouting method, altemate methods of construction were developed by the City and the Contractor This Change Order involves the extension of the secanted seal from Change Order No. 7 westward from 69+88.50 to 69+80.50. This extension is required to allow the excavation of the tremie seal west of the secanted seal to be done safely while reaching under the existing fiber optic beam. This Change Order will include the compensation to the Contractor for costs associated with the construction of the secanted seal work described herein and is full and final compensation for all costs associated with installing the secanted seal, removing spoils and chipping lean concrete. This Change Order also includes the repair of leaks within the secanted seal to meet the specifications for leak repair. This Change Order does not include sealing the gaps between the existing secant walls and the secanted seal. That work will be included in a subsequent change order. No time extension in working days is included in this Change Order. The Change Order does not include the costs associated with any extension of the schedule, nor is it intended to include all the delays resulting from the changes to the bottom seal. When the design of the remainder of the bottom seal is completed, another change order will be prepared for the remainder of the bottom seal and that change order will include any additional schedule changes as well as the costs related to the total schedule extension for the changes to the bottom seal. Mochas/1 HD:Useu.Erroyol :Daanrrnb Microsoft User DUU.S.vod Mednwrh.032011 CHANCE ORDER l04dv 0000002 General Contractor PROJECT NAME: Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue OWNER: City of Yakima Apollo PCO: 026 B CHANGE DESCRIPTION: Western Lean Secant Seal Extension 3/23/2011 1. Proposal includes extending the secant pile seal west to 69+80.5. This seal consists of 28 cased and 6 non cased shafts drilled to the bottom of seal elevation. The drilling elevation for this proposal would be 1054'. The shafts will be poured to within 5' of drilling elevation to avoid damage to the ground surface. Apollo Inc. crews will then remove the excess lean concrete material to top of seal depth. Pricing includes miscelaneous leak repairs in the "secanted seal" as required to meet infiltration rates required per the specifications. Does not include leak repairs for the portion of the seal in between the existing secants and the new secant seal as well as any other portion of the bottom seal on the project. DESCRIPTION QTY UNIT ' MAT'L TOTAL LABOR TOTAL TOTAL EQUIP SUBS Secant Spoils Removal 1 LS $ - $ 14,168.57 $ 19,646.40 $ 5,250.00 Lean Concrete Chipping / Removal 1 LS $ 800.00 $ 10,364.00 $ 14,982.00 $ 10,000.00 Install Secant Pile Bottom Seal - STA 69+79 to 70+33 34 EA $ - $ - $ - $ 186,137.50 ' $ 800.00 $ 24,532.57 $ 34,628.40 $ 201,387.50 $168.00 $7,114.45 $7,271.96 $14,097.13 $968.00 1 $31,647.02 1 $41,900.36 1 $ 215,484.63 21% 29% SUBTOTAL CHANGE: $290,000.00 TOTAL CHANGE $290,000.00 21% 7% SCHEFFLER NORTHWEST, INC. L;u111 on the F111111111111,111 ,of Hoch. .1011el Service „I► 351 S Grand 131v0 Vancouver, WA 98661 — 11h1: (360) 818-0070 FAX (360) 818-0071 �—� CC13#168498 WA#SCHEFNI946DC YAKIMA GRADE SEPERATION SECANT PILE BOTTOM SEAL WEST END Attention: David Haight, Apollo Incorporated Proposal Date: March 21, 2011 Documents: Emails from Berger ABAM/Discussions with Apollo WEST END OPTION ITEM DESCRIPTION 400 Install Phase 1 Secant Piles - Cased 48" Diameter QTY UNITS UNIT PRICE TOTAL PRICE 28 EA $5,417.00 $151,676.00 500 Install Phase 2 Secant Piles - Uncased 84" Diameter 6 EA $6,590.00 $39,540.00 600 Negotiation Deduct 1 LS ($5,078.50) ($5,078.50) Includes drilling West End secant piles as indicated by Berger ABAM in the March 15 email. This includes drilling cased 48" shafts to the west to STA 69+80.50, as well as encased 72" diameter shafts. Note that intermediate shafts are now assumed to be 72" diameter, as jetting was not a realistic option given the small area and depth. Scheffler is now utilizing a tool to try to clean the crevises, but would prefer to use 72" augers to create adequate overlap. This will be utilized unless it is not possible due to the strength of the lean mix. Includes crew, drill rig, torque multiplier, casing and tooling, forklift, lean mix and concrete pumping. Does not include survey and layout, water supply, seal design, removal and disposal of spoils. Includes acclerated hours, 6 days per week, 12 hours per day M -F. TOTAL COST, EAST END SECANT SEAL Submitted By: �4C Michael Zeman Scheffler Northwest, Inc $186,137.50 Accepted By: Signature Date DRILLED SHAFTS SOIL NAILS MICROPILES DESIGN / BUILD . SECANT PILES TIEBACKS TRUCKMOUNT DISPLACEMENT PILES SOLDIER PILES CFA / CSP SHAFTS DRIVEN PILES CARVED SHOTCRETE Scheffler Northwest 1 of 1 3/22/2011 6"110 001F5;_ STA L" 69+86.50 [CONSTRUCTION CL "L• uNE Tn 1.• 69+82.50 L 69+92.50 A 'L" 69+87.50 STA L 69+6850 7.88' LT 69406.- 39' L 9+06.539'7. siA L 6948. 50 09J'IT STA L 69008.50 093 LT ?A L 69+06.50 ]i RT tlLIZI.suat tontentop! ttUiIIIsD S►sue CIS Ai. alik0 0.40.444,40 ti 1a��i�1.1i ilk o#A. le -0141 4144 "V' .1:-..-1.**•la tIonmessizeIenSontomIta1 FlfiER 0011. 60051 4' DIAM CASED SHAFT (TYR.) UNCASED SHAFT (TYP.) - CONTRACTOR TO CHOSE DIAM. FACE OF SHOOFLY SHORING STA "L" 69+82 50 TA L 69 J.9]' fti 82.50 RENSIM Waal NNW 68+88.50 STA "i 69+80.50 I. THE CONTRACTOR SHALL PROVIDE A 1REV.E CONCRETE 01111 A 09410041 DENSITY OF 150 PCF AND MINIMUM 05+15+6100 COMPRESSIVE 51RE50111 OF 000 051. 2. THE MA214884 801109 01 SHAFT ELEVATOR FOR THE SHAFTS AT 51ATON 69+82 50 SHALL DE 1038 00 THE MA24141 801109 OF SHAFT ELEVATOR FOR THE SHAFTS 21 STATOR 69+90.50 SHALL EE 1036.50. THE MA%10U11 BOTTOM OF SHAFT EL00YATON FOR THE SHAFTS IN 8EiAEEN THOSE TWO 510110. S SHALL VARY LINEARLY 8E1115E0 600500 TAO ELEVATORS. A "Lp8B+8A,5p 711110 rN z O CCW 0_ W W W o - 0 CSU Z Q N CC _J W CO qua Qa A} W co - cd ▪ co 0 + -f 0 0 co 1-- o 2 co z W F) 7 0 g 0 , S•10L ®96® 225 OWNER. PROJECT NAME FEDERAL AID NO CITY PROJECT NO HLA PROJECT NO CONTRACTOR. CHANGE ORDER NO. 11 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS. April 1, 2011 $11,169,856 03 $13,418,166 58 Current Contract Price Adjusted by Previous Change Order(s): Change in Contract Price Due to This Change Order Adjusted Contract Price Due to This Change Order $149,838 07 $13,568,004 65 June 3, 2011 August 31, 2011 Current Contract Completion Date Adjusted by Previous Change Order Change in Contract Completion Date Due to This Change Order -0- Additional Days September 29, 2011 CONTRACTOR: ENGINEER. OWNER. Apol Inc. BergerAbam City Engineer City Manager ,n.., ","ants and SaNngalwakott\Dasklop\040111 CHANGE ORDER 11.1dsx Date Date Date Date. 7 April 1, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO. 11 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 11-1 Construct Edge Bottom Seal North and South of Secanted Seal 69+80 50 to 70+26 50 LS 1 $149,838 07 $149,838 07 CHANGE ORDER NO. 11 TOTAL $149,838 07 Reason for Change Order Due to problems encountered with the bottom seal program using the permeation grouting method, alternate methods of construction were developed by the City and the Contractor This Change Order involves the construction of the portions of the seal north and south of the previously constructed secanted seal from 69+80 50 to 70+26 50 This Change Order will include the compensation to the Contractor for costs associated with the construction of the edge seal work described herein and is full and final compensation for all costs associated with installing the seals, removing spoils, backfilling above the seal up to existing ground elevation, and repairing any damage done to the pile cap The $20,000 contingency for leak repairs in Change Order No 7 is hereby understood to apply to all leak repairs anywhere within the seal from 69+80 50 to 70+26 50 If and when Apollo exhausts $20,000 of their own funds on the leak repair and more leak repair is needed, the remaining leak repair within this area will be paid by the City under force account and Apollo's charges shall be for cost only, without any markup. No time extension in working days is included in this Change Order The Change Order does not include the costs associated with this extension of the schedule, nor is it intended to include all the delays resulting from the changes to the bottom seal. When the design of the remainder of the bottom seal is completed, another change order will be prepared for the remainder of the bottom seal and that change order will include any additional schedule changes as well as the costs related to the total schedule extension for the changes to the bottom seal. C.\Documents and Settings \walcotnDesktop\040111 CHANGE ORDER 11.xlsx 2 General Contractor PROJECT NAME: Yakima Railroad Grade Separations Phase 2 - Lincoln Avenue OWNER: City of Yakima Apollo PCO: 030 CHANGE DESCRIPTION: Edge Tremie Seal 4/1/2011 1. Proposal includes the edge tremie seal consisting of a total of 30 additional secant shafts drilled to the bottom of seal elevation. The drilling elevation for this proposal would be 1054'. The shafts will be poured to within 10' of drilling elevation to avoid damage to the ground surface. Apollo Inc. crews will then place crushed surfacing base course material in the excavated secant shaft and bring the excavatiom back up to grade. 2. Proposal does not include additional costs related to leak repairs of the seal. As discussed in the 3-29-11 meeting there is a $20,000.00 continegency in place for leak repairs on any portion of the secant seal from 70+26 to 69+80.5. Once the $20,000.00 allowance has been expended the remaining repairs will be paid by force account. DESCRIPTION QTY UNIT MAT'L TOTAL LABOR TOTAL TOTAL EQUIP SUBS Secant Spoils Removal 1 LS $ - $ 9,013 92 $ 13,197.60 $ 5,250.00 Edge Secant Seal 30 EA $ - $ - $ - $ 97,988.00 Cap Repairs 1 LS $ 550.00 $ 3,154.00 $ 1,500.00 $ - CSBC Backfill For Shafts 400 TON $ 4,320 00 $ - $ - $ - $ - $ - $ - $ 4,870.00 $ 12,167.92 $ 14,697.60 $ 103,238.00 $1,022.70 $3,528.70 $3,086.50 $7,226.66 $5,892.70 $15,696.62 1 $17,784.10 1 $ 110,464.66 21% 29% SUBTOTAL CHANGE: $149,838.07 TOTAL CHANGE $149,838.07 21% 7% YAKIMA GRADE SEPARATION EDGE TREMIE 3/29/2011 SCHEFFLER NORTHWEST, INC. - iir tbs. Fourodat;on of Rock .11•1 .54r -rise : .7C r.nisscms,,,,sorn , COST CODE ITEM DESCRIPTION UNITS QTY 1 UNITS ST (2) LABOR 1 OT (2) 1 COST TAXABLE MATERIAL (3) UNIT PRICE' COST EQUIPMENT (20) RATE 1 COST SUBSISTANCE RATE 1 COST ST&S (4) 8% DIRECT COST Labor Markup (29%) Equipment Markup (21%) Material Markup (21%) TOTAL COST SEAL PILES - 48" CASED Assume ..1. 30-a,. Piles 1...5:Man-Crew, 70 HrsRer Week; 5 Pile6,Per Day. ,..;.:: .i'4,4' . '; :, , DaysTheoretical (M -F) Labor 041 1 Oiler & Laborer (1) Hours 48 44 $ 6,129 $ - $ - $ - $ 490 $ 6,619 $ 1,920 $ 8,539 041 1 Drill Operator (1) Hours 24 22 $ 3,064 $ - $ - $ - $ 245 $ 3,310 $ 960 $ 4,269 041 1 Supervisor (1) Hours 24 22 $ 3,064 $ - $ - $ - $ 245 $ 3,310 $ 960 $ 4,269 041 1 Pilebuck/Tool Maintenance (1) Hours 24 22 $ 3,064 $ ., $ $ - $ 245 $ 3,310 $ 960 $ 4,269 041 1 Crew Travel (Return Trips)(5) 0 Each $ $ - $ - $ 250.00 $ - $ - $ - $ $ 041 1 Subsistence (6) 16 Days $ - $ - $ - $ 75.00 $ 1,200 $ - $ 1,200 $ 348 $ 1,548 Ecuipment 041 2 Bauer BG -24 (7) 46 Hours $ - $ - 185.00 $ 9,208 $ - $ 737 $ 9,944 $ 2,088 $ 12,033 041 2 BG -24 Operating Cost (8) 46 Hours $ - $ - 175.15 $ 8,718 $ - $ - $ 8,718 $ 1,831 $ 10,548 041 2 Bauer Multiplier (9) 46 Hours $ - $ - 144.89 $ 7,211 $ - $ 577 $ 7,788 $ 1,636 $ 9,424 041 2 Multiplier Operating Cost (10) 46 Hours $ - $ - 35.00 $ 1,742 $ - $ - $ 1,742 $ 366 $ 2,108 041 2 Casing / Adapter / Guide (13) Hours $ - $ - 35.00 $ $ - $ - $ - $ - $ 041 2 Drill Tooling/Office/ShedlSmall Too 46 Hours $ - $ - 20 00 $ 995 $ - $ 80 $ 1,075 226 $ 1,301 041 2 Trash Pump (14) 46 Hours $ - $ 8.52 $ 424 $ - $ 34 $ 458 $ 96 $ 554 041 2 Forklift (11) 46 Hours $ - $ - 16.34 $ 813 $ - $ - $ 813 $ 171 $ 984 041 2 Forklift Operating Cost (12) 46 Hours $ - $ - 22.20 $ 1,105 $ - $ 88 $ 1,193 $ 251 $ 1,444 050 2 Concrete Pumping (15) 44 Hours $ - $ - 172.00 $ 8,189 $ - $ 655 $ 8,844 $ 1,857 $ 10,701 050 2 Welder Rental (16) 46 Hours $ - $ 2.22 $ 110 $ - $ 9 $ 119 $ 25 $ 144 050 2 Welder Operating Cost (17) 46 Hours $ - $ - 6.70 $ 333 $ - $ - $ 333 $ 70 $ 404 050 2 Casing & Drill Teeth (18) 450 LF $ - $ - 7.65 $ 3,725 $ - $ 298 $ 4,023 $ 845 $ 4,868 041 2 Pickup Truck (19) 46 Hours $ - $ - 8.65 $ 431 $ - $ 34 $ 465 $ 98 $ 563 Materials Lean Concrete (22)(26) il 180 CY 85 $ 16,545 1 $ - 1 $ - $ - $ 16,545 $ 3,474 $ 20,019 CASED SEAL PILES SUBTOTAL 1 1201 1101 $ 15,322 1 1 $ 16,545 1 1 $ 43,004 1 1 $ 1,200 1 $ 3,738 1 $ 79,809 1 $ 5,147 I $ 9,558J $ 3,474 $ 97,988 /CONSTRUCTION q "L" LINE STA 69+80.50 EXISTING SECANT PILE WALL AND PILE CAP (TYP) c1 fr if ./ (FIBER OPTIC (BEAM el i / r . ; ,f ,�..'f�.� {\..� rir�.._J�± • x ' ti ; a NOTES. 1. THE CONTRACTOR SHALL PROVIDE A TREMIE CONCRETE WITH A MINIMUM DENSITY OF 150 PCF AND MINIMUM UNCONFINED COMPRESSIVE STRENGTH OF 300 P57.. 2. THE TOP OF SHAFT ELEVATION FOR THE WESTERNMOST SHAFTS SHALL BE 1047.50. THE TOP OF SHAFT ELEVA770N FOR THE EASTERNMOST SHAFTS SHALL BE 1045.70. THE TOP OF SHAFT ELEVATION FOR THE SHAFTS IN BETWEEN SHALL VARY LINEARLY BETWEEN THOSE TWO ELEVATIONS THE BOTTOM ELEVATION OF ALL SHAFTS SHALL BE 1040.00' 3. THE WATER LEVEL IN THE EXCAVATION SHALL BE MAINTAINED AT THE EXI5T7NG GROUNDWATER ELEVATION AT ALL 77ME5. 4. NO TWO ADJOINING SHAFTS SHALL BE DRILLED LESS THAN 12 HOURS APART 5. THERE SHALL 8E NO DRILLING INTO THE SIDES OF THE STRUCTURAL SECANT PILE WALL SHAFTS. • ,''�./kms`-- i EXISTING SECANTED' BOTTOM SEAL FACE OF SHOOFLY ,SHORING. ` 'SECANTED EDGE SEAL (TYP)' CONTRACTOR TO DETERMINE `SHAFT LAYOUT } FEDERAL AID #STPX-NCPD-000S(062) l' A z 0 I.t W Q Lz W W CJS Q W 0 (9U z Q O W cr)T < a' J CO ``W^ Ca CN ON- O • O CD W O co 0 11.1 co l to/ S,od on Ai ael 181011 oL 81.11P91 by MoeLmmfdro f7 Nome- C lUsersionneffnanteAnIffeskinal118-5-102JF J y 0 0 x 3 0) 0, 8 w 01 SHEET S -10M SOF 229 OWNER: PROJECT NAME: FEDERAL AID NO CITY PROJECT NO.. HLA PROJECT NO . CONTRACTOR: CHANGE ORDER NO. 12 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: April 19, 2011 Original Contract Price. $11,169,856.03 Current Contract Price Adjusted by Previous Change Order(s): $13,568,004 65 Change in Contract Price Due to This Change Order $415,276.00 Adjusted Contract Price Due to This Change Order $13,983,280 65 June 3, 2011 Original Contract Completion Date: Current Contract Completion Date Adjusted by Previous Change Order August 31, 2011 Change in Contract Completion Date Due to This Change Order: -0- Additional Days Revised Contract Completion Date: September 29, 2011 CONTRACTOR: ENGINEER: Apollo, Inc. /4,444, BergerAbam OWNER: City Enginee City Manager 00-049Madntosh HD:Users:dmayol:Documents:Microsoft User Data:Saved Aftachments:041911 CHANGE ORDER 12.xlsx Date: 0/4 Date: S� Z-- // Date: Date: `I " " April 19, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No. 06106E CHANGE ORDER NO. 12 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 12-1 Shoring Materials 69+04 to 69+80 - Scheffler LS 1 $178,212.00 $178,212.00 12-2 Install/Remove Shoring & Bracing - Scheffler LS 1 $72,064 00 $72,064 00 12-3 Crane Rental - 440 Ton FA Est. $35,000.00 $35,000.00 12-4 Apollo Support Labor, Material, and Equipm't FA Est. $115,000.00 $115,000.00 12-5 Dewatering Added Shoring 69+04 to 69+80 FA Est. $15,000.00 $15,000.00 CHANGE ORDER NO. 12 TOTAL $415,276.00 Reason for Change Order: Due to problems encountered with the bottom seal program using the permeation grouting method, altemate methods of construction were developed by the City and the Contractor. This Change Order involves the construction of the shoring required for the portion of the seal from 69+04 to 69+80. This Change order will include the compensation to the Contractor for costs associated with the installation and removal of the shoring work described herein and is full and final compensation for all costs associated with installing and removing -the -shoring. No time extension in working days is included in this Change Order. The Change Order does not include the costs associated with this extension of the schedule, nor is it intended to include all the delays resulting from the changes to the bottom seal. When the design of the remainder of the bottom seal is completed, another change order will be prepared for the remainder of the bottom seal and that change order will include any additional schedule changes as well as the costs related to the total schedule extension for the changes to the bottom seal. Shoring Materials - Scheffler The lump sum agreed amount includeds all labor, equipment, and material to provide walers and struts fabricated in accordance with all details on the included plan sheets. This includes all cost for purchase, shop fabrication, transportation to the site, mounting hardware, nuts, bolts, washers, steel strand and all miscellaneous steel shapes needed to provide finished wafers and struts. This amount includes cost of grouting material between shoring and secant walls. Install/Remove Shoring & Bracing - Scheffler: The lump sum agreed amount includes all labor, equipment and material cost incurred by Scheffler to install and remove all materials in the new bid item "Shoring Materials_Scheffler" This does not include support cost provided by Apollo. Crane Rental -440 Ton: Crane Rental of the 440 Ton crane will be compensated in accordance with Section 1-09.6 of the WSDOT Standard Specifications, Force Account. Apollo Support Labor and Equipment: All support labor and equipment required to set and remove walers and struts will be agreed to and compensated in accordance with Section 1-09.6 of the WSDOT Standard Specifications, Force Account. Dewatering Added Shoring 69+04 to 69+80: All dewatering tanks, pumps, hoses, fittings, and water disposal if needed for installation and removal of shoring shall be compensated in accordance with Section 1-09.6 of the WSDOT Standard Specifications, Force Account. The Contractor shall submit a dewatering plan prior to commencing work. 90-049Mac ntosh HD:Users:dmayol:Documents:Microsoft User Data:Saved Attachments:041911 CHANGE ORDER 12.xlsx MATCHLINE STA' 67+90 tzl a I t>' '—i 11� I y�l T) TEMPORARY 9RAaNC }' L—STA 69+J7.00 11 i 1 i $? BergerABAM 1361 Nth Avenue, sre 1700 Seattle, WA 56101 »06) (266)357-5666 FAX (266) 357-5661 MATCHLINE STA 70+10 MATCHLINE STA 67+90 G 3 H N T H 1 N RR iiiR qc,l, ig 1g 1 1 Ppg Mg get 44TT'l DO cA>ta eli$ § - s. n pA ,n � Wii .2P .�2.P2 iR I@gD{QV, ici 0 =§-v +gOIRV!' q ; £ �Q, do g 11 1 §,1A B f m S- :2 r5°. 4 4;22 2 gAg N • °. ` ,fit-F17y7, � '„ a ”' C % „ > � YAKIMA RAILROAD GRADE SEPARATIONS PHASE 2 -LINCOLN AVENUE (FEDERAL AID pSTPX-NCPD-0000S(062) Ay s�nxN 336 - N.. , •'4; City Of Yakima iti��j_. Engineering Division ...,,:.6;. 2 " TREMIE BOTTOM SEAL 69+04.00 TO 69+80.50 - SHEET 1 aw ¢ ANCHORING LOCA7TON TEMP! BRACING END PLAIE 3"x3'xl' 0 ' 5/16 STIFFENER PLATE 047 for HERS 70 07T W -SHAPE PLAT SHALL BE /N FULL IN ALL 3 SIDES (TIP.) DETAIL - WALER WELDING SAW. ABT. !PLATE 8 5/8' 4 1/2" 4 7/8' w II II C 2' -6'x2' -6'x1` W h II II LCL DETAIL - WALER END PLATES VELDH.D FUTES 70 PED 4T EACH EMO 0; T6YE9 grojil TEMP BRACING 7EMP BRACING (30' 0.0. MAX) LUMBER 510M (TVP.) 2-936x262 (TVP.) 80' LENGTH EA liv.v.ven.._ ..;.�.....:.,..MUER /ii/oiiii FACE OF SEC4NT PILE & MORN LINE 24'-6" LT & RT OFFSET FACE OF SECANT P8.£ WALL -4 • BEARING PLATE EMBED IN GROUT PAD. EX SURFACE TO M.pCAI(ROUT PAD SURFACE WALER R00 DETAIL - BEARING PLATE SOME PATTEN MPICABLE TOWSWAE HOLES 7ED HOLE SEE MECHANICAL 0061 NOTE 5 DETAIL - ANCHOR BOIT WIERA0.7 900. BE PEMOUB2 411 x 2'-0' GROU7E0 HOLE GROUT PAD BEARING PLATE RECESSED INTO GROUT PAD. EXPOSED SURFACES OF wan. PAD AND BEARING PLATE Y0 MA 11 9, 5 c V Ma' lk 9" 9' ELEVATION - WALER Q SUPPORT LOCATIONS 1S14 69125.03 NO 1.476 6907.00 WALL 5 TY SHAFT 5 PAD d 5' SHAFT 5 R" SHAFT -LINE h T.rITTIF L6x44 78" 0 30" OC +/ P BRACING ..• 1'I x 10' THREADED ROD ASTM A325 •/ NUT & VASTER, GALA ' (CE ,x262 O SECANT TLE' WALL FACE � 1'/ x 1-6' AB. 4577,1AQ(1 F7554, GR 105 WALER ANCHORINGKILICNIE AT THE FOIOWING LOCATIONS: �/�'/�) L -STA 69+37.0( (TEMP. BRACING LOCAnOV) Y L -STA 69+37.00 w(M, H1 L -STA 69+55.00 [7 L -STA 69+67.00 (76/49. BRACING LOCATION) GROUT PAD EEEY. REEKING£ LINE 2-936x262 DETAIL - GROUT PAD 5 SllhhSNER CL SlIFFFNER SnFPENER BEARING PLATE FULL LENGTH OF WALER SUFFERER FULL LENGTH OF WALER PILL W/D W/ GROUT TO 08rAIN SMOOTH tr PLUMB SURFACE PROVIDE GROUT PAD FOR THE RILL LENGTH OF THE WALER. SEF 907E 6. NOTES: CRWr PAD 57EEEL SHAPEES, .07E0/ERE ANO MMES SHALL COMPLY 86111 ASTM A992 GR 50. 2 THE CONTRACTOR SHALL SUBMIT A SE00040 OF PLACEMENT OF THE TEMPORARY BRACING ANO WALER FOR APPROVAL 85 THE ENG/NEIL .x THE CONTRACTOR SHALL SUBMIT WALER PLACEMENT SHOW ORAMTNOS FOR APPROVAL- THE PPROVAL THE CONTRACTOR 11A5 SUBMIT AN ALTERNATIVE' PLAN.FOR YERnCAL SUPPORT OF THE WADERS TMS PLAN SHALL 8E SUBMITTED TC THE LNOONEE8 FTM APPROVAL S NO CORE DRILLING ALLOMED FOR GROUTED HOLE PERCUSSION GRILLING ONLY. 6. THE MATERIAL FOR GROUT PAD AND CROWED HOLE SHALL C01291.1 167N THE PROMSOVS OF MSDOT STANDARD SPE0i7CAnL1Y4 SFcn54 5-02.3(30 DETAIL - GROUT PAD, STIFFENER, 9 WALER BOLT PATTERN PROVIDE POD 001 119 FUL 781071 LIP /1E WW1 • .,s,a ra son d!SW #6/ . ,•••••• 15.011••••••••••1•1•••01C, *de 0.1.• aRafx•• ar, 4 °a LL I5 0 g Q CL W 01W Z z J Q N �W coa 2 I IliR Mgt 228 (FEDERAL. AID #STPX-NCPD-000s(062)) g�� >R • Y a 8 (dul) BergerABAM 1301 FIM Avenue: SuOe 1210 SeeYlry WA 90101 (205) 7573500 FAX: (205) 357.5501 DIA As BOWE '.3. AS SWAY YAKIMA RAILROAD GRADE SEPARATIONS PHASE 2 - LINCOLN AVENUE TREMIE BOTTOM SEAL 69+04.00 TO 69+80.50 - SHEET 3 City Of Yakima Engineering Division OWNER: PROJECT NAME. FEDERAL AID NO.. CITY PROJECT NO HLA PROJECT NO.. CONTRACTOR: CHANGE ORDER NO. 13 City of Yakima � 00 2p1 Railroad Grade Separation - Phase 2 - Lincoln STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: April 26, 2011 Original Contract Price $11,169,856.03 Current Contract Price Adjusted by Previous Change Order(s): $13,983,280.65 Change in Contract Price Due to This Change Order: $546,976.56 Adjusted Contract Price Due to This Change Order: $14,530,257.21 Original Contract Completion Date: June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order August 31, 2011 Change in Contract Completion Date Due to This Change Order -0- Additional Days Revised Contract Completion Date: September 29, 2011 CONTRACTOR: ENGINEER: OWNER: Apollo, Inc. BergerAbam City Engineer City Manager 00-O49Madntosh HD:Users:dmayo1:Documents:Mfuosoft User Data:Saved Attachments:042611 CHANGE ORDER 13.xlsx Date: Date: Date: ',///15124I) 6-/- (1 Date: \�.,.� April 26, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No.* 06106E CHANGE ORDER NO. 13 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 9 Roadway Excavation Including Haul CY -1,908 $9.18 ($17,515.44) 13-1 Tremie Seal Excavation 69+04 to 69+80 FA Est. $300,000.00 $300,000.00 13-2 Tremie Seal Concrete 69+04 to 69+80 CY 1,116 $237 00 $264,492.00 CHANGE ORDER NO. 13 TOTAL $546,976.56 Reason for Change Order: Due to problems encountered with the bottom seal program using the permeation grouting method, altemate methods of construction were developed by the City and the Contractor This Change Order involves the excavation and placement of concrete for the portion of the seal from 69+04 to 69+80. Construction of this portion of the bottom seal shall comply with the contract allowed maximum leakage rates and conditions. No time extension in working days is included in this Change Order. The Change Order does not include the costs associated with this extension of the schedule, nor is it intended to include all the delays resulting from the changes to the bottom seal. When the design of the remainder of the bottom seal is completed, another change order will be prepared for the remainder of the bottom seal and that change order will include any additional schedule changes as well as the costs related to the total schedule extension for the changes to the bottom seal. Tremie Seal Concrete 69+04 to 69+80 - The agreed unit price for Tremie Concrete 69+04 to 69+80 includes all labor, equipment and material to furnish and place the Tremie Concrete and is based on the current approved mix design using fly ash. The neat line volume of material will be as shown on the calculation sheets of April 22, 2011 included with this Change Order unless minor field adjustments to length are made in the field and agreed to by both parties. Tremie Seal Excavation 69+04 to 69+80 - Force Account - All labor, equipment, and materials required to excavate and dispose of Tremie Seal Excavation including secant cleaning will be paid in accordance with Section 1-09.6 of the WSDOT Standard Specifications, Force Account. Any dewatering required to perform this work will be paid under existing Contract Bid Item 130, Miscellaneous Force Account Work. 00-049Madntosft HO:Users:dmayol:Documents:Microsoft User Data:Saved Attachments:042611 CHANGE ORDER 13.xlsx May 17, 2011 OWNER: PROJECT NAME. FEDERAL AID NO CITY PROJECT NO HLA PROJECT NO • CONTRACTOR: CHANGE ORDER NO. 14 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: Original Contract Price: $11,169,856 03 Current Contract Price Adjusted by Previous Change Order(s): $14,530,257.21 Change in Contract Price Due to This Change Order: $23,186.02 Adjusted Contract Price Due to This Change Order: $14,553,443.23 Original Contract Completion Date. June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order August 31, 2011 Change in Contract Completion Date Due to This Change Order -0- Additional Days Revised Contract Completion Date. September 29, 2011 CONTRACTOR. -----/ Apollo, Inc. ENGINEER: Atli( BergerAbam OWNER. / City Engineer ity Manager Date: r// /LcVi Date: /t8 Date: S. ) \ Z4 t/ Date: G:\PROJECTS\2006\06106E YA RR GRADE SEPARATION - Apollo\CHANGE ORDERS\CHANGE ORDER NO 14\051711 CHANGE ORDER 14.xlsx May 17, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No. 06106E CHANGE ORDER NO. 14 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT 14-1 Eastern Pile Cap Extension 71+60 to 72+22 LS 1 $23,186 02 $23,186 02 CHANGE ORDER NO. 14 TOTAL $23,186.02 Reason for Change Order: Due to problems encountered with the bottom seal program using the permeation grouting method, alternate methods of construction were developed by the City and the Contractor This Change Order involves the excavation equipment and labor used for prepping to allow Scheffler to drill the 6 additional shafts at 71+60S to 72+22S and the extension of reinforcing bar by the installation of mechanical couplers. This work is in preparation to excavation and pouring a deep tremie pour for this section of the seal. Construction of this portion of the Pile Cap shall comply with the contract conditions. G:\PROJECTS\2006\06106E YA RR GRADE SEPARATION - Apollo\CHANGE ORDERS\CHANGE ORDER NO. 14\051711 CHANGE ORDER 14 xlsx OWNER: PROJECT NAME: FEDERAL AID NO.: _ CITY_ PROJECT_NO.: HLA PROJECT NO.. CONTRACTOR: 05 Lib CHANGE ORDER NO. 15 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) - CR1818-- 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: June 7, 2011 Original Contract Price: $11,169,856.03 Current Contract Price Adjusted by Previous Change Order(s): $14,553,443.23 Change in Contract Price Due to This Change Order: $3,421,737.35 Adjusted Contract Price Due to This Change Order: $17,975,180.58 CONTRACTOR: ENGINEER: OWNER: Apollo, Inc. BergerAbam 00-048Macintosh HD:Users:dmayol:Documents:Microsoft User Data:Saved Attachments:060-711 CHANGE ORDER 15.xlsx Date 3/7 ' I 1 Date: Date: )) Date: June 7, 2011 Original Contract Completion Date: June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order September 29, 2011 Change in Contract Completion Date Due to This Change Order: -0- Additional Days Revised Contract Completion Date: September 29, 2011 CONTRACTOR: ENGINEER: OWNER: Apollo, Inc. BergerAbam 00-048Macintosh HD:Users:dmayol:Documents:Microsoft User Data:Saved Attachments:060-711 CHANGE ORDER 15.xlsx Date 3/7 ' I 1 Date: Date: )) Date: June 7, 2011 ITEM NO. City ofYakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No.: 06106E CHANGE ORDER NO. 15 DESCRIPTION UNIT QTY UNIT PRICE 8 Roadway Excavation Incl. Haul CY -4,958 $9.18 AMOUNT -$45,514 44 15-1 Shoring Material Credit LS -1 $25,000 00 -$25,000.00 15-2 CFA Secant Seal Incl. Spoil Removal LS 1 $3,093,544.59 $3,093,544.59 15-3 Access Stabilization Rock TON 1,400 $24.43 $34,202.00 15-4 CFA Lean Concrete Removal CY 4,958 $59 40 $294,505.20 15-5 Tremie Seal at Strut C FA EST. $70,000.00 $70,000 00 CHANGE ORDER NO. 15 TOTAL Reason for Change Order: $3,421,737.35 This change will involve alternate means and methods as proposed by the Contractor for construction of the bottom seal,"including bottom secant edge seal and tremie seal at strut C, between station 70+25 and station 72+22 using continuous flight auger equipment. This will involve constructing a series of 4 foot diameter CFA shafts at spacing proposed by the Contractor within the following criteria; the maximum spacing In the east -west direction shall be 4 feet and the maximum spacing in the north south direction shall be 3.46 feet. The bottom of CFA shaft elevation shall be in accordance with construction note 1 on plan sheet S -10S. The bottom seal CFA shafts adjacent to the uncompleted secant wall shafts shall be constructed prior to installing the secant wall shafts. The bottom seal between the completed secant wall and new CFA shafts (secant edge seal) shall be constructed in accordance with note 3 on sheet S-105. The grout or concrete used to construct the CFA shafts shall be in accordance with note 1 of sheet 5-10S. Concrete mix design 4357361, lean concrete provided by Central Pre -Mix Concrete, is acceptable for use based on past history of use on this project. If the Contractor chooses a different mix it shall be submitted for review. Prior to installation of production bottom seal shafts the Contractor proposes construction of a test section of CFA shafts at the wet well shoring, A successful test section shall be as proposed in Scheffler Northwest proposal of May 9, 2011, included with this change order. The Contractor shall determine if the test section for the CFA means and method of shaft installation is successful in accordance with the Contractor's procedure of May 9, 2011. Prior to production drilling the CFA work site shall be graded to the Contractor proposed work elevation of 1060. Any dewatering needed during the work shall be paid for under contract bid Item 130, Miscellaneous Force Account Work. The completed Bottom Seal shall meet the criteria set forth in the first paragraph of Special Provision 6-25.3, Leak Repair - Construction Requirements. This change will create a bid item that credits back to the City the salvage value of walers and struts fabricated under change order 12 for use as shoring in the construction of the deep tremie seal constructed under change order 13. The following Contract Bid Item will be reduced by a corresponding quantity for new Bid Item 15-4, CFA Lean Concrete Removal: Bid Item 8, Roadway Excavation Including Haul 4,958 CY @ $9.18 CY <$45,514.44> The following bid items will be created to compensate the Contractor for the construction of the bottom seal between station 70+25 and station 72+22 and a new bid item created for salvage value of shoring materials furnished under change order 12. Bid Item 15-1, Shoring Material Credit The lump sum agreed credit of <$25,000> shall include all labor, equipment and materials to cut the wafers and struts into sections in lengths easy to handle and be accepted by local steel scrap yards. This shall include all cost to load and transport the materials and Include an appropriate cost credit for the salvage value of the material. Bid Item 15-2, Install CFA Shafts Including Spoils Removal The lump sum agreed price of $3,093,544.59 shall include all direct and indirect costs associated with all labor, materials and equipment to construct the CFA bottom seal between station70+25 and station 72+22. This work includes but not limited to mobilization and demobilization of equipment needed to perform the work, any additional work required to perform the test section at the wet well shoring, installing all CFA shafts and secant edge seal shafts including all concrete to construct the CFA shafts and secant edge seal shafts, all necessary pumping and placing equipment, grading the site to work elevation 1060, remove and dispose off site all spoils generated by the installation of the CFA shafts and secant edge seal shafts, all additional traffic control and survey and any and all costs for additional work and or repairs needed to create a bottom seal that complies with the leak criteria set forth in the first paragraph of Special Provision 6-25.3, Leak Repair - Construction Requirements: 00-04$Macintosh HD:Users:dmayotDocuments:Microsoft User Data:SavedAttachments:060711 CHANGE ORDER 15.xlsx Bid Item 15-3, Access Stabilization Rock The agreed unit price of $24.43 Ton shall include all direct and indirect costs associated with all labor, materials and equipment to furnish and place access stabilization rock used in lieu of CFA shaft material to assist in providing a stable work platform for drilling cranes. The stabilization rock material shall be at the Contractor's discretion for the use intended. Bid Item 15-4, CFA Lean Concrete Removal The agreed unit price of $59.40 CY shall include all direct and indirect costs associated with all labor, materials and equipment to remove and dispose of offsite all CFA Lean Concrete and or soils from within the work elevation defined by the top elevation of 1060 to the plan top of bottom seal with lateral limits to the face of secant piles. This work includes but Is not limited to mobilization and demobilization of equipment needed to perform the work, removal and disposal off site all materials within the neat line limits of the excavation including all disposal fees, and all additional traffic control and survey. The neat line.limits.ofthe excavation -shall-be top elevation df 1060, bottom limits as defined in construction note 1 of plan sheet S-1OS and lateral limit shall be the face of the secant wall. Bid Item 15-5, Tremie Seal @ Strut C, Estimated at $70,000 This work shall include all excavation, dewatering and lean concrete to construct the narrow seal under Strut C. This work shall be compensated in accordance with Standard Specification 1-09.6, Force Account. 00-048Madntosh HD:Users:dmayo1:Ddcuments:Microsoft User Data:SavedAttachments:060711 CHANGE ORDER 15.xlsx June 13, 2011 OWNER: PROJECT NAME: FEDERAL AID NO. CITY PROJECT NO.: HLA PROJECT NO. CONTRACTOR. CHANGE ORDER NO. 16 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: Original Contract Price: $11,169,856 03 Current Contract Price Adjusted by Previous Change Order(s): $17,975,180.58 Change in Contract Price Due to This Change Order: $23,270 11 Adjusted Contract Price Due to This Change Order $17,998,450.69 Original Contract Completion Date: June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order September 29, 2011 Change in Contract Completion Date Due to This Change Order -0- Additional Days Revised Contract Completion Date: September 29, 2011 CONTRACTOR: ENGINEER: OWNER: ai . c4.CA City Engineer O Apollo, Inc. CV -`4111, BergerAbam Date. //11--/t.i/ Date. 4"2g--1/ Date: (p -2$ - l Date: `Z G:\PROJECTS\2006\06106E YA RR GRADE SEPARATION - Apollo \CHANGE ORDERS\CHANGE ORDER NO 16\061311 CHANGE ORDER 16.xlsx • June 13, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO. 16 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT $0.00 16-1 Strut Scaffolding Cost Adjustment LS 1 $23,270.11 $23,270.11 CHANGE ORDER NO. 16 TOTAL $23,270.11 Reason for Change Order: This change will involve alternate means and methods to construct temporary support scaffolding for placement of struts A, B, and C due to the change in construction of the seal. Due to this change in the seal construction higher supports therefore additional costs will be realized by the Contractor over what was assumed at the time of the bid opening. This Change Order addresses the additional costs for the workinvolved and shall include all additional costs for labor, materials, tools, and equipment for work performed and no further payment shall be made. G:\PROJECTS\2006\06106E YA RR GRADE SEPARATION - Apollo\CHANGE ORDERS\CHANGE ORDER NO 16\061311 CHANGE ORDER 16.xlsx LG- /0 3a/ July 1,2011 OWNER. PROJECT NAME. FEDERAL AID NO CITY PROJECT NO HLA PROJECT NO CONTRACTOR: CHANGE ORDER NO. 17 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS: Original Contract Price: $11,169,856.03 Current Contract Price Adjusted by Previous Change Order(s): $17,998,450 69 Change in Contract Price Due to This Change Order ($2,712,655 00) Adjusted Contract Price Due to This Change Order $15,285,795.69 Original Contract Completion Date June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order September 29, 2011 Change in Contract Completion Date Due to This Change Order -0- Additional Days Revised Contract Completion Date. September 29, 2011 CONTRACTOR: ENGINEER. OWNER. Apollo, Inc. BergerAbam City Engineer City Manager \\cityeng\UserstbsheffietOther Work\Grade Separation\063011 CHANGE ORDER 17(2) xlsx Date. Date Date 1" k- \V Date. July 1,2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO. 17 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT Existing Items 71 Bottom Seal LS -1 $2,580,055.00 ($2,580,055 00) 72 Bottom Seal Test Section LS -1 $132,600 00 ($132,600 00) CHANGE ORDER NO. 17 TOTAL ($2,712,655.00) Reason for Change Order: The bottom seal was to have been constructed by one of two ground improvement methods, jet grouting or permeation grouting. The Contractor selected permeation grout and began work on 17, May 2010. None of the work performed met the contract specifications and the work was suspended on 19 November 2010. Additional borings were obtained in January 2011 in an attempt to address allegations by the Contractor that existing ground conditions were not as represented in the bid information. Sonic bore methods were used to obtain these borings. The fines content of the soils determined by these boring was higher than the 3 previous field investigations done during design. Because the fines content was higher, it was judged that conditions were different than those represented in the bid documents and alternate methods were pursued by the City and the Contractor to complete the bottom seal. The work resumed on 10 February 2011 (54 working day suspension) and is currently being completed under new pay items appropriate to the alternate methods being used to construct the bottom seal. For all but the deepest portion of the bottom seal, Shallow Tremie Seal, Deep Tremie Seal and Drilled Secant Shafts (Drill and Fill) were used as alternate means and methods to construct the Bottom Seal depending on location. This work was accomplished under Change Orders 7, 9, 10, 11,12 and 13. Change Order 15 was executed by the City on 15 June 2011 which allowed the construction of the deepest and final segment of the bottom seal that lies between station 70+25 and station 72+22 using continuous flight auger shafts. Since the entire bottom seal will be constructed by change order the original item will be deleted. This revision deletes the original bids item that were established to construct the bottom seal either by permeation grout or jet grout. Contract Bid Item 71, Bottom Seal and Bid Item 72, Bottom Seal Test Program are deleted by this change order \\cityeng\Users\bsheffielOther Work\Grade Separation 1063011 CHANGE ORDER 17(2).xlsx /' a'0( July 1, 2011 OWNER: PROJECT NAME. FEDERAL AID NO CITY PROJECT NO HLA PROJECT NO CONTRACTOR: CHANGE ORDER NO. 18 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) CR1818 06106E Apollo, Inc. THE FOLLOWING CHANGES ARE HEREBY MADE TO THE CONTRACT DOCUMENTS. Original Contract Price: $11,169,856 03 Current Contract Price Adjusted by Previous Change Order(s)• $15,285,795 69 Change in Contract Price Due to This Change Order. $700,000 00 Adjusted Contract Price Due to This Change Order $15,985,795 69 Original Contract Completion Date June 3, 2011 Current Contract Completion Date Adjusted by Previous Change Order September 29, 2011 Change in Contract Completion Date Due to This Change Order -0- Additional Days Revised Contract Completion Date. September 29, 2011 CONTRACTOR: ENGINEER: OWNER. BergerAbam City Engineer 144 -1444 4-1 City Manager 1\cityeng\Users \bsheff8e\Other Work Grade Separation\062811 CHANGE ORDER 18 (rev).xlsx Date. Date Date. 1 -1 -ti Date. "��N'\ July 1, 2011 City of Yakima Railroad Grade Separation - Phase 2 - Lincoln Avenue STPX-NCPD-000S(062) HLA Project No 06106E CHANGE ORDER NO. 18 ITEM NO. DESCRIPTION UNIT QTY UNIT PRICE AMOUNT New Item 18-1 Equitable Adjustment — BI 71 & BI 72 LS 1 $700,000.00 $700,000 00 CHANGE ORDER NO. 18 TOTAL $700,000.00 Reason for Change Order: The bottom seal was to have been constructed by one of two ground improvement methods, jet grouting or permeation grouting. The Contractor selected permeation grout and began work on 17, May 2010. None of the work performed met the contract specifications and the work was suspended on 19 November 2010. Additional borings were obtained in January 2011 in an attempt to address allegations by the Contractor that existing ground conditions were not as represented in the bid information. Sonic bore methods were used to obtain these borings. The fines content of the soils determined by these boring was higher than the 3 previous field investigations done during design. Because the fines content was higher, it was judged that conditions were different than those represented in the bid documents and alternate methods were pursued by the City and the Contractor to complete the bottom seal. The work resumed on 10 February 2011(54 working day suspension) and is currently being completed under new pay items appropriate to the alternate methods being used to construct the bottom seal. New Item 18-1 represents an agreed lump sum equitable adjustment for any and all costs incurred by Apollo, Inc.'s subcontractor Scheffler Northwest Inc., San Poil Survey, Crux Core Drilling and the Lower Tier Subcontractor Geo Grout Inc in construction of Bid Item 71, Bottom Seal and Bid Item 72, Bottom Seal Test Program. Contractor accepts all requirements of this Change Order by signing where indicated. Further, by signing the Contractor waives any protest or claim it may have regarding this Change Order and acknowledges and accepts that this Change Order constitutes full and final settlement of all claims of any kind or nature arising from, or connected with, Apollo Inc.'s subcontractor, Scheffler Northwest, Inc., San Poil Survey, Crux Core Drilling and the lower tier subcontractor Geo Grout and any other subcontractors or lower tier subcontractors, materials suppliers and service providers providing materials or performing work involved in Bid Items 71 and 72 by permeation grouting method and any work either covered or affected by this Change Order including, without limitation, all subcontractor claims related to contract time, impacts, jobsite or home office overhead, cost associated with materials, equipment, mobilization, relocation, rental, repairs, supplies, fuel, loss of opportunity, lost income or lost profits. This Change Order does not release Apollo Inc.'s right to pursue additional time and costs incurred by Apollo Inc. as a result of adjustments, delays or impacts to the schedule due to the work substituted in signed Change Orders 7,9,10,11,12,13 and 15. These time extensions and impacts relate solely to Apollo Inc.'s work on the project, and none of Apollo Inc.'s subcontractors and suppliers work, which are fully released and satisfied by this Change Order. Any time extensions and impacts which relate solely to Apollo Inc.'s work on the project are to be finalized in a change order once a revised schedule has been approved for construction. By signing this Change Order, Apollo does not waive any rights to equitable adjustment, protest or claim Apollo, Inc. may be entitled to for itself (not that of its subs or suppliers, which are fully released/satisfied by this Change Order) that is related to the deletion and or substitution of work under Bid Item 71, Bottom Seal. This Change Order does not relieve Contractor from strict compliance with guarantee, warranty and all other provisions of the original Contract except with respect to the time(s) and/or date(s) modified by this Change Order Other than as excepted or preserved by this Change Order, the Contractor releases in full all work and project issues which were known or could have been known as of the date of execution of this Change Order, whether past, present or future, direct or indirect, and whether based on tort, contract or any other theory of recovery \\cityeng\Users\bsheffie\Other Work\Grade Separation\062811 CHANGE ORDER 18 (rev) xlsx