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R-94-09-08-10G - 9/8/1994for the Gattis School Road Improvements, and WHEREAS, Hunter Industries, Inc. has submitted the lowest and best bid, and WHEREAS, the City Council wishes to accept the bid of Hunter Industries, Inc., Now Therefore, BE IT RESOLVED BY THE COUNCIL OF THE CITY OF ROUND ROCK, TEXAS, That the Mayor is hereby authorized and directed to execute on behalf of the City a contract with Hunter Industries, Inc. for the Gattis School Road Improvements, a copy of said contract being attached hereto and incorporated herein for all purposes. RESOLVED this 8th day of September, 1994. ATTEST: a MA !, g 2/ 0L E LAND, City Secretary KS /RESOLUTION RS40908G RESOLUTION NO. le-94-09- Q- /O- WHEREAS, the City of Round Rock has duly advertised for bids CHARLES CULP P: %c•, Mayor City of Round ock, Texas BAKER - AICKLEN & ASSOCIATES, INC Consulting Engineers September 1, 1994 Mr. James R. Nuse, P.E. Director of Public Works City of Round Rock 221 East Main St. Round Rock, Texas 78661 RE: Gattis School Road - Phase III Street and Drainage Improvements Engineer's Letter of Recommendation Dear Mr use: JIM As you are aware, bids were opened at 2:00 P.M., Tuesday, August 30, 1994, for the Gattis School Road - Phase III, Street and Drainage Improvements. A total of eight (8) bids were received, with the lowest bid being from Hunter Industries, Inc. of Austin, TX. in the amount of $ 2,234,751.41. A complete bid tabulation is enclosed for your review. Hunter Industries has completed many street and highway projects in the area for the City of Round Rock, Williamson County, and the Texas Department of Transportation. Based upon their past experience record and submission of the lowest and best bid, we recommend award of this contract to Hunter Industries, Inc. in the amount of $ 2,234,751.41. If you have any questions or comments, please feel free to call at your convenience. Sincerely, c.!-P . William Waeltz, P.E. AWW /ek enclosure cc: Robert Maxwell, Hunter Industries, Inc. Al Wille, P.E., R.P.L.S., City of Round Rock RECEIVED SEP 0 2 1994 116 E. Main St , Suite 206 • Round Rock, Texas 78664 • 512/244 -9620 • FAX 512/244 -9623 II jJ Baker- Aicklen & Associates, Inc. CONSULTING ENGINEERS Project. Gattis School Road, Phase III Description: Street and Drainage Improvements Owner. City of Round Rock, Texas Job Number 601- 020.31 Bid Date: August 30, 1994 cp 2 00 P.M. Project Location: Round Rock, Texas 'i RECEIVED SEP 0 2 694 Bid Bond Enclosed? Addendums 1 -4 Acknowledged? 1. Unclassified Street Excavation including Embankment and Subgrade Preparation, per Square Yard 2. 24" Flexible Base Course per Square Yard 3. 12" Flexible Base Course per Square Yard 4. 3 -1/2" H M A.C. Surface Course per Square Yard 5. 1 -1/2" H M A.C. Dnveways, including 8" Flexible Base Course, Excavation & Subgrade Prepara- tion and incidentals as necessary to complete the work per Each 6. Standard Curb & Gutter per Linear Foot 7. 36" Class III R C.P. per Linear Foot 8.27" Class III R.0 P. per Linear Foot 9. 24" Class III R.0 P. per Linear Foot 10. 18" Class III R.C.P. per Linear Foot Quantrty 76,543 S.Y. Hunter Industnes Austin, Texas 54 55 $348,270 65 Austin Bndge & Road Austin, Texas Unit Yes Yes Unit Price Cost Yes Yes Unit Price Cost Yes Yes Unit Price Cost Page 1 of 12 $2.30 5176,048.90 Garey Construction Austin, Texas $4 95 $378,887.85 20,193 SY. 57.62 5153,870,66 58.25 5166,592.25 58.85 $178,708.05 56,350 S Y. I 53 90 $219,765.00 54.50 $253,575 00 54 90 3276,115 00 66,252 S.Y 54.30 5284,883.60 5500 5331,260.00 5586 5388,236.72 3 Ea 51,000 00 53,000 00 51,200.00 53,600.00 51,500.00 $4,500 00 23,108 L F. $5.00 $115,540.00 55 50 $127,094.00 54 85 $112,073 80 1,000 L.F. $50.00 550,000.00 555.00 $55,000.00 54500 $45,000.00 928 LF. $36 00 $33,408.00 543.00 539,904.00 $35.00 $32,480.00 1,564 LF. 534.00 553,176.00 $42.00 565,688.00 530.00 546,92000 1,845 LF. 52870 552,951 50 $37.00 $68,265.00 $23.00 $42,43500 NBS Constmchen, Inc Austin, Texas Yes No Unit Price Cost $5.00 5382,715.00 58.00 3161,544.00 54 00 5225,400.00 $6.00 5397,512.00 52,000 00 56,000.00 $5.25 5121,317.00 550.00 550,000.00 535.00 532,480.00 530.00 546,920.00 $22.00 540,590.00 11. 30" C M.P. Extension per Linear Foot 12 15' C.M.P. Extension per Linear Foot 13. Design 2 C.M A.P. including 6:1 End Treatment per Linear Foot 14. Standard 20' Inlets per Each 15. Standard 15' Inlets per Each 16. Standard 10' Inlets per Each 17. Standard 5' Inlets per Each 18. 4'x4' Area Inlet per Each 19. Standard Headwall with Dissipaters for 24 R.C.P per Each 20. Headwall Type CH -11 -A for 2 -30" Pipe per Each 21. 4' -Dia Stone Sewer Manhole per Each 22. 5'x5'x5' Junction Box per Each 23. 5.9'x6' Reinforced Concrete Box Culvert No. 1 (MC9 -3) including 2-5' Drop Inlets, Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum 24. 4 -8x3' Reinforced Concrete Box Culvert No. 2 (MC5 -1) including Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum Quantity Unit Unit Nice Cost Unit Price Cost Unit Pnce Cost 18 10 92 3 8 9 4 3 1 1 Ea. 2 Ea. 8 Ea. 1 LS 1 L.F. L.F. L.F. Ea. Ea. Ea. Ea. Ea. Ea. L.S. Hunter Industnes Austin, Texas $38 00 9684.00 930 00 9300.00 932.00 92,944.00 $3,300.00 02,700.00 $2,100.00 91,620.00 51,420.00 $750.00 59,900.00 521,600.00 518,900.00 $6,480 00 $4,260 00 5750.00 01,900.00 $1,900.00 52,300.00 $4,600 00 $2,500.00 $20,000.00 980,000.00 $60,00000 Page 2of12 Austin Badge 8 Raad Austin, Texas $81.00 $1,458.00 $68.00 $680.00 $27.00 92,484.00 55,000.00 94,000.00 53,000.00 $2,200 00 $2,500 00 92,000.00 515,000.00 532,000.00 527,000.00 58,800.00 $7,500 00 $2,000.00 52,400.00 $2,400.00 52,400.00 $4,800 00 $2,800.00 522,400.00 $120,000 00 5120,000 00 Garey Construction Austin, Texas 536.00 $848.00 $25.00 5250.00 525.00 52,300.00 52,900.00 52,300.00 51,950.00 $1,350.00 52,100.00 52,100.00 $8,700.00 $18,400.00 517,550 00 55,400.00 56,300.00 $2,100.00 $45,000 00 $45,000 00 542,000.00 542,000 00 $60,000 00 560,000.00 NBS Construction, Inc Austin, Texas Unit Pace Cost $50.00 5900.00 $30 00 $300 00 $35.00 53,220.00 $3,000.00 52,800.00 $2,500 00 52,200.00 51,800 00 $3,500.00 $9,000.00 522,400.00 522,500.00 $8,800.00 $5,400.00 53,500.00 52,100.00 52,10000 54,00000 $4,000.00 $1,50000 53,000.00 51,40000 52,800.00 52,000.00 $16,00000 52,500.00 $20,000.00 5130,000.00 $130,000.00 0165,000.00 5165,000.00 590,000.00 $90,000.00 25. 4 -8'x4' Reinforced Concrete Box Culvert No 3 (MC8 -1) including Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum 26. 2-7'x4' Reinforced Concrete Box Culvert No. 4 (MC7 -1) including Headwalls, Wingwalls, Sidewalks, Handrail, Special Culvert Inlet, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum 27. 5.9'x6' Reinforced Concrete Box Culvert No. 5 (MC9 -3) including 1 -5' Drop Inlet, 1-10' Drop Inlet, Headwalls, Sidewalks, Handrails, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum 28. 10'x7" Reinforced Concrete Box Culvert No. 6 (SGNB) including Headwalls, Sidewalks, Handrails, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum 29. Removal of Existing Concrete Slab, Concrete Curb & Concrete Rip Rap, (Sta. 97 +00) per Lump Sum 30. 5" Concrete Rip Rap Slope Protection, Complete in Place, per Square Yard Quantity 1 1 1 554 Hunter Industries Austin, Texas Unit Unit Pnce Cost L S. $48,000 00 $48,000.00 LS. $20,000.00 $20,000.00 L S $105,000.00 $105,000 00 L S $62,000 00 $62,000.00 L.S. $2,000 00 $2,000 00 S.Y. $20.00 $11,080.00 Page 3 of 12 Austin Bridge & Road Austin, Texas Unit Price Cost $60,000.00 $60,000.00 $30,000.00 $30,000.00 $110,000.00 $110,000.00 $60,000.00 $60,000.00 $3,000.00 $3,000.00 $22 00 $12,188.00 Garey Construction NBS Construction, Inc. Austin, Texas Austin, Texas Unit Price Cost Unit Price Cost 575,000.00 $75,000.00 $105,000 00 $105,000.00 $40,000 00 540,000.00 $65,000.00 $65,000.00 3125,000.00 $125,00000 $180,000.00 8180,000.00 $75,000 00 $75,000.00 $110,000.00 $110,000.00 $1,500 $1,500 $5,000.00 $5,00000 535 00 $19,390.00 $25.00 $13,850.00 31. Channel Excavation -7' Bottom including Side Slopes as indicated on Plan, Complete in Place, per Linear Foot 32. Concrete Tnckle Channel -7' Wide, Complete in Place, per Linear Foot 33. 5- Strand Barbed Wire Fence including Gates & Posts as indicated in plans, Complete in Place, per Linear Foot 34. Woven Wire Fence including Gates & Posts as indicated in plans, Complete in Place, per Linear Foot 35. 2' Galvanized Pipe Handrail in Curb, Complete in Place, per Linear Foot 36. 2" Galvanized Pipe Handrail (Direct Bury), Complete in Place, per Linear Foot 37. Bamcades, Complete in Place, per Lump Sum 38. Temporary Relocation and Maintenance of Existing Mailboxes including Resetting to Final Position at the Conclusion of Construction, per Lump Sum 39. Adjustment and/or Relocation of Existing Fire Hydrants including all pipe, fittings, and appurtenances, Complete in Place, per Each 40. Fire Hydrant Assemblies, including Valve & Box, Complete in Place, per Each 960 175 7,337 L.F. L F. L.F. 1,183 L.F. 88 L F. 885 L F. L.S. L.S. 9 Ea. 2 Ea. Hunter tndustnes Austin, Texas 515.00 514,400.00 $15 00 52,625.00 53 00 522,011.00 $5.00 $5,915.00 528 00 52,464.00 522.00 $19,470.00 $2,860 00 525,740 00 51,500.00 $3,000.00 Page 4 of 12 Austin Bridge & Road Austin, Texas Garey Construction Austin, Texas Quantity Unit Unit Pnce Cost Unit Price Cost Unit Price Cast 512.00 511,520.00 520.00 $3,500.00 $2.70 519,809.90 53.00 53,549.00 521.00 51,848.00 $18.00 $15,930.00 $2,400.00 521,800.00 $2,300.00 $4,600.00 58.50 58,160.00 $31.00 55,425 00 51.77 512,986.49 52 68 53,170 44 520 00 $1,760.00 517.00 515,04500 $24,000.00 524,000.00 $23,000.00 523,000.00 555,000.00 555,000.00 51,500.00 513,500.00 51,50000 $3,000.00 NBS Construction, Inc. Austin, Texas Unit Pnce Cost $45.00 543,200.00 $120.00 521,00000 51.60 511,739.20 52 00 $2,366.00 $30.00 $2,640.00 $25.00 $22,12500 $30,000.00 $30,000.00 51,00000 51,000.00 51,000 00 51,000 00 51,200.00 $1,20000 51,000.00 $1,000.00 5600.00 55,400.00 $1,20000 $2,400.00 41. Adjustment of Existing Automatic Air and Vacuum Release Valves to Finished Grade, Complete in Place, per Each 42. Adjustment of Existing Water Valve Casings to Finished Grade, per Each 43. 16" Waterline Relocation, including 16" Gate Valve Box, all Fittings and Appurtenances, Complete in Place, per Linear Fool 44 8" Waterline Relocation, induding 8" Gate Valve & Box Relocation, all Fittings and Appurtenances, Complete in Place, per Linear Foot 45 12" Waterline, including all Fittings and Appurtenances, Complete in Place, per Linear Foot 46. Waterline, including all Fittings and Appurtenances, Complete in Place, per Linear Foot 47. 16x8" Tapping Sleeve and Valve, Complete m Place, per Each 48. 16" x12" Tapping Sleeve and Valve, Complete in Place, per Each 49. 4' -Wide, 4" Concrete Sidewalks, per Square Foot 50. 6-Wide, 4" Concrete Sidewalks, per Square Foot 51. Concrete Sidewalk Handicap Ramps, All Types, per Each Quantity Lind Unit Price Cost Unit Pnce Cost Unit Price Cast 2 8 382 Ea. Ea. L.F. 120 L.F. 100 L.F. 80 L.F. 1 Ea. 1 I Ea. 55,907 S.F. 45,728 i S F. 24 Ea. Hunter industnes Austin, Texas 9350 00 9700.00 $250.00 $2,000 00 $120 00 $45,840.00 960 00 $7,200.00 $65.00 $6,500 00 $58.00 $4,640 00 53,000.00 53,000.00 $3,500.00 93,500 00 $1.80 9100,632.60 91.80 $82,310.40 5200.00 $4,800.00 Page 5 of 12 Austin Bridge & Road Austin, Texas 51,000.00 52,000.00 5500.00 $4,000.00 $100.00 $38,200.00 $65.00 97,800 00 $81.00 $8,100.00 645.00 93,600.00 52,700.00 92,700.00 94,000.00 $4,000.00 51.90 $106,22330 $1.70 577,737.60 9900.00 921,60000 Garey Construction Austin, Texas 9350.00 $700.00 $250.00 $2,000 00 538.00 914,516 00 930 00 53,600.00 $35.00 $3,500.00 $30.00 $2,400.00 51,200.00 $1,200.00 51,400.00 51,40000 $1.65 592,246.55 51.70 $77,737.60 $425.00 $10,200 00 NBS Construction, Inc. Austin, Texas Unit Price Cost 61,000.00 92,000.00 5350.00 52,800.00 960 00 522,920.00 $50 00 $6,000.00 $55.00 95,500 00 $45.00 $3,600 00 62,000.00 92,000.00 53,000.00 $3,000.00 $1.40 $78,269 80 5135 561,732.80 5650.00 915,600.00 Quantity 4,112 2 54 1 Unit S F. Ea L.F. L.S. L.S. LS Unit Pnce Cost 53.50 54,850.00 512.00 545,000.00 514,392.00 59,700.00 $648.00 $45,000.00 520,00000 520,000.00 $3,000.00 $3,000.00 Unit Pnce Cost $3.25 $4,500.00 516 00 $45,500.00 513,364.00 $9,000.00 $864.00 $45,500.00 $16,000.00 516,000.00 $6,000.00 56,000.00 Unit Price Cost 52 95 $2,950.00 58.00 950,000.00 512,130.40 55,900.00 5432 00 $50,000.00 533,000.00 $33,000.00 $7,000.00 $7,000 00 52. Type I Concrete Driveways, per Square Foot 53. Concrete Valley Gutters, Complete in Place, per Each 54. 3" P.V.C. Sleeve, Complete in Place, per Linear Foot 55. Temp. and Perm. Erosion Control Including Hydromulching and Restoration, per Lump Sum 56. Pavement Markings, including all Traffic Signs, Posts, and Traffic Buttons, per Lump Sum 57. Trench Safety Systems, per Lump Sum Total Bid Amount Hunter Industries Austin, Texas $2,234,751.41 I Austin Bridge & Road Garey Construction Austin, Texas Austin, Texas Page 6 of 12 52,323,782 95 52,551,203 90 NBS Construction, Inc. Austin, Texas Und Price Cost $3.00 51,200.00 $10.00 $25,000.00 512,336.00 52,400.00 $540.00 525,000.00 516,000.00 $16,000.00 525,000.00 525,000.00 52,727,716.80 Protect. Gaths School Road, Phase 111 Descnption: Street and Drainage Improvements Owner. City of Round Rock, Texas Job Number. 601 - 020 -31 Bid Date' August 30, 1994 © 2 00 P M. Project Location: Round Rock, Texas Quantity Unit Yes Yes Unit Price Cost Yes Yes Unit Price Cost Yes Yes Unit Price Cost Bid Bond Enclosed? Addendums 1-4 Acknowledged? 1. Unclassified Street Excavation including Embankment and Subgrade Preparation, per Square Yard 2.24" Flexible Base Course per Square Yard 3. 12" Flexible Base Course per Square Yard 4. 3-1/2"1-1M A.C. Surface Course per Square Yam 5. 1 -1/2" H.M A.C. Dnveways, including 8" Flexible Base Course, Excavation & Subgrade Prepara- tion and incidentals as necessary to complete the work per Each 6. Standard Curb & Gu0er per Linear Foot 7. 36" Class III R.0 P. per Linear Foot 8. 27" Class III R.C.P. per Linear Foot 9.24" Class III R C.P. per Linear Foot 10 18" Class III R.C.P. per Linear Foot 76,543 20,193 56,350 66,252 3 23,108 1,000 928 1,564 1,845 S.Y. Bay Maintenance Company Capital Excavation Company Chasco Contracting Horseshoe Bay, Texas Austin, Texas Round Rock, Texas 95.20 $398,023 60 S.Y. $9.00 5181,737.00 S Y. 1 $5.87 5330,774.50 S.Y. 56.18 $409,437 36 Ea $1,500 00 $4,500.00 LF 55 80 5134,026.40 L.F. $50 00 550,000 00 L.F. 537.00 $34,336.00 L.F. 535.00 $54,740.00 L.F. 529.00 553,505 00 Page 7 of 12 $6 00 5459,258.00 59.00 9181,737.00 $6 00 $338,100 00 $4 30 $284,883 60 53,000.00 59,000.00 56.00 $138,648 00 552.00 552,000.00 $37.00 934,336 00 $3400 553,176.00 529.00 $53,505.00 $8.35 5839,134.05 09.55 $192,843.15 94.80 5270,480.00 $6.15 $407,449 80 $2,200.00 56,600 00 $4.50 $103,988.00 952.00 $52,000.00 $38.00 $35,264.00 $36.00 556,304.00 530.00 $55,350.00 Cash Construction Company Pflugervllle, Texas Yes Yes Unit Pnce Cost $11.00 $841,973.00 $12 25 $247,364.25 56 26 9352,751.00 57.19 5476,351.88 92,500.00 57,50000 95 60 5129,404.80 952.00 552,000.00 545.00 941,760.00 $39.50 561,778.00 531.00 957,19500 11. 30' C.M P. Extension per Linear Foot 12. 15' C.M.P. Extension per Linear Foot 13. Design 2 C M A P. including 6:1 End Treatment per Linear Foot 14. Standard 20' Inlets per Each 15. Standard 15' Inlets per Each 16 Standard 10' Inlets per Each 17. Standard 5' Inlets per Each 18. 4'x4' Area Inlet per Each 19. Standard Headwall with Dissipaters for 24 R.C.P. per Each 20. Headwall Type CH -11 -A for 2 -30' Pipe per Each 21. 4' -Dia. Storm Sewer Manhole per Each 22. 5'x5'x5' Junction Box per Each 23 5 -9'x6' Reinforced Concrete Box Culvert No. 1 (MC9 -3) including 2.5' Drop Inlets, Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete m Place, per Lump Sum 24. 4 -5'x3' Reinforced Concrete Box Culvert No. 2 (MC5 -1) Including Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum Quantity 18 10 92 3 8 9 4 3 1 1 2 8 Unit L.F. L.F. L.F Ea Ea. Ea Ea. Ea. Ea. Ea. Ea Ea. L.S Bay Maintenance Company Horseshoe Bay, Texas Unit Price Cost $50.00 5900.00 $40.00 $400.00 550 00 54,600.00 53,300.00 52,700.00 52,200.00 $1,600.00 $1,600 00 52,400 00 $9,900.00 $21,600.00 $19,800.00 $6,400 00 $4,800.00 52,400.00 52,400.00 52,400 00 $1,500.00 53,000.00 52,300.00 $18,400.00 $150,000.00 5150,000.00 552,00000 552,000.00 Page 8 of 12 Capital Excavation Company Austin, Texas Unit Price Cost 535 00 5630.00 529.00 5290.00 $30.00 52,760.00 $3,600 00 53,000.00 52,400.00 52,000.00 51,800.00 51,100 00 510,800.00 524,000.00 521,600.00 58,000.00 55,400.00 51,100.00 52,300.00 $2,300 00 $2,300.00 54,600 00 53,200.00 $25,600 00 5195,000.00 5195,000 00 560,000.00 560,000.00 Chasco Contracting Round Rock. Texas Unit Price $40 00 532 00 5320.00 534.00 53,128 00 52700,00 $1,950.00 $1,570.00 51,500 00 $1,600 00 51,000,00 Cost 5720.00 58,100.00 515,600.00 514,130.00 56,000 00 54,800.00 51,000.00 51,500.00 51,500.00 52,300 00 54,600 00 52,200.00 517,600 00 $152,000.00 $152,000 00 560,000 00 $60,000 00 Cash Construction Company P lugerville, Texas Unit Price Cost 574.80 $1,346.40 564.49 $644.90 535 29 53,246.68 $2,800.00 52,300.00 52,100.00 51,600.00 51,600.00 51,500.00 $8,400 00 $18,400.00 $18,900.00 56,400.00 54,800.00 $1,500.00 $2,500 00 52,500.00 51,000.00 52,000.00 52,000.00 516,000.00 5120,846.00 $120,846.00 546,327.00 546,327.00 25. 4 -8'x4' Reinforced Concrete Box Culvert No. 3 (MC8 -1) including Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum 26. 2 -7'x4' Reinforced Concrete Box Culvert No 4 (MC7 -1) including Headwalls, Wingwalls, Sidewalks, Handrail, Special Culvert Inlet, Grading as Required and all Appurtenances, Complete in Place, . per Lump Sum 27. 5 -9'x6' Reinforced Concrete Box Culvert No. 5 (MC9 -3) including 1 -5' Drop Inlet, 1 -10' Drop Inlet, Headwalls, Sidewalks, Handrails, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum 28. 10'x7' Reinforced Concrete Box Culvert No. 6 (SGNB) including Headwalls, Sidewalks, Handrails, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum 29. Removal of Existing Concrete Slab, Concrete Curb & Concrete Rip Rap, (Sta. 97 +00) per ' Lump Sum 30. 5' Concrete Rip Rap Slope Protection, Complete in Place, per Square Yard Quantity 1 Unit L S. L.S. 1 LS 1 LS L.S. 554 S.Y. Bay Maintenance Company Capital Excavation Company Chasco Contracting Cash Construction Company Horseshoe Bay, Texas Austin, Texas Round Rock, Texas PBugerville, Texas Unit Pnce Cost Unit Price Cost Unit Price Cost Unit Pnce Cost $71,000.00 971,000.00 580,000.00 $80,000.00 046,000.00 S86,000.00 $58,167.00 958,167.00 032,000.00 $32,000 00 $40,000.00 $40,000.00 049,000 00 $49,000 00 $35,015.00 035,015.00 0126,00080 $126,000.00 0150,00000 $150,000.00 $162,000.00 $162,000.00 $118,562.00 $118,56200 $65,000.00 065,000 00 080,000.00 $80,000.00 059,000 00 059,000 00 050,230.00 050,230 00 $7,000.00 $7,000.00 $3,000.00 $3,000.00 $1,890 00 01,890.00 93,000.00 $3,000.00 $4000 $22,160.00 524.00 $13,296.00 $28.00 $15,512.00 $34.00 518,836.00 Page 9 of 12 31. Channel Excavation -7' Bottom including Side Slopes as indicated on Plan, Complete in Place, per Linear Foot 32. Concrete Trickle Channel -7' Wide, Complete in Place, per Linear Foot 33. 5- Strand Barbed Wire Fence including Gates & Posts as indicated in plans, Complete in Place, per Linear Foot 34. Woven Wire Fence including Gates & Posts as indicated in plans, Complete in Place, per Linear Fool 35. 2" Galvanized Pipe Handrail in Curb, Complete in Place, per Linear Foot 36. 2" Galvanized Pipe Handrail (Direct Bury), Complete in Place, per Linear Foot 37. Bamcades, Complete in Place, per Lump Sum 38. Temporary Relocation and Maintenance of Existing Mailboxes Including Resetting to Final Position at the Conclusion of Construction, per Lump Sum 39. Adjustment and /or Relocation of Existing Fire Hydrants Including all pipe, fittings, and appurtenances, Complete in Place, per Each 40. Fire Hydrant Assemblies, including Valve & Box, Complete In Place, per Each Quantity Unit Unit Price Unit Pnce Cost Unit Pnce Cost 960 175 7,337 . 1,183 88 885 9 2 L.F. Bay Maintenance Company Capital Excavation Company Chasco Contracting `Horseshoe Bay, Texas Austin, Texas Round Rock, Texas Cost L.F. 536.00 L.F. L F. 020 00 518200 00 56,300.00 52 00 $14,674.00 53.00 $3,549.00 L F. ' 525.00 $2,200.00 L.F 526.00 523,010.00 L.S. 543,000.00 $43,000.00 L.S. 55,000 00 55,000.00 Ea 51,000.00 59,000.00 Ea. ' 51,700.00 $3,400.00 Page 10 of 12 527.00 $25,920 00 518 00 53,150 00 52.05 515,040 85 54.10 54,850.30 512.50 $1,100.00 511.00 $9,735 00 $23,025.00 $23,025 00 $1,100 00 51,100.00 $5,000.00 $45,000.00 52,750 00 55,500 00 $9.35 $8,976.00 522.00 53,850.00 51.85 $13,573.45 52.70 53,194.10 515.45 01,359.60 $15.45 $13,673.25 $35,000.00 $35,000.00 51,000 00 $1,000.00 $3,000 00 $27,000.00 51,575.00 53,150.00 Cash Construction Company Pnugerville, Texas Unit Price Cost $25.00 524,000.00 $24.31 $4,254.25 $3.00 522,011.00 $4.50 $5,323.50 $18.05 $1,588.40 518.05 515,974.25 530,000.00 $30,000.00 $3,500.00 $3,500.00 51,350 00 $12,150.00 $1,800.00 $3,600.00 Bay Maintenance Company !Horseshoe Bay, Texas I Quantity Unit Unit Price Cost 41. Adjustment of Existing Automatic I 2 Ea. $600 00 01,200.00 Air and Vacuum Release Valves to Finished Grade, Complete in Place, per Each 42. Adjustment of Existing Water 8 Ea 5500,00 $4,000.00 Valve Casings to Finished Grade, per Each 43. 18" Waterline Relocation, 382 L F. 575 00 $28,650 00 including 16 "Gate Valve Box, all Fittings and Appurtenances, Complete in Place, per Linear Fool 44. 8" Waterline Relocation, 120 L.F. 542 00 $5,040 00 including 8" Gate Valve & Box Relocation, all Fittings and Appurtenances, Complete in Place, per Linear Foot 45 12" Waterline, including all Fittings and Appurtenances, Complete in Place, per Linear Fool 46 8" Waterline, including all 80 L F. 540 00 53,200 00 Fittings and Appurtenances, Complete in Place, per Linear Foot 47 16 "x8" Tapping Sleeve and 1 Ea 53,000,00 53,000 00 Valve, Complete in Place, per Each 48. 16" x12" Tapping Sleeve and 1 Ea 55,000.00 $5,000.00 Valve, Complete in Place, per Each 49 4' -Wide, 4" Concrete Sidewalks, 55,907 S F. 51.90 5106,223 30 per Square Foot 50. 5' -Wide, 4" Concrete Sidewalks, 45,728 S F. 51 95 589,169.60 per Square Foot 51. Concrete Sidewalk Handicap 24 Ea $500.00 $12,000.00 Ramps, All Types, per Each 100 L.F. 549.00 $4,900.00 Page 11 of 12 Capital Excavation Company Austin, Texas Unit Price Cost $400 00 $76.00 568.00 52,500 00 53,500.00 $2 00 5800.00 $280.00 $2,240 00 $360 00 52,880.00 5154 00 558,828.00 5125.00 $47,750.00 $98 00 511,760.00 563 00 57,560 00 $7,600.00 55,440.00 52,500.00 $3,500.00 5111,814.00 52.00 591,456 00 5600.00 514,400.00 Chascc Contracting Round Rock, Texas Cash Construction Company POugerville, Texas Unit Pnce Cost Unit Price Cost 5370.00 5740.00 5600.00 $1,200.00 570 00 $7,000 00 560 00 54,800 00 $3,200 00 53,200 00 $3,700.00 53,700.00 $1.80 5100,632 60 51.80 $82,310.40 5500.00 $12,000.00 5175.00 51,400.00 5121.50 $46,413 00 566.50 $7,980.00 S71.50 $7,150.00 566.50 $5,320.00 52,000.00 $2,000 00 52,705 00 52,705.00 5170 595,041.90 51.70 577,737.60 5500 00 512,000.00 52 Type I Concrete Dnveways, per Square Fool 53. Concrete Valley Gutters, Complete in Place, per Each 54. 3" P.V.C. Sleeve, Complete in Place, per Linear Foot 55 Temp and Perm. Erosion Control including Hydromulching and Restoration, per Lump Sum 56. Pavement Markings, including all Traffic Signs, Posts, and - _Traffic Buttons, per Lump Sum 57. Trench Safety Systems, per Lump Sum Total Bid Amount Quantity 4,112 2 54 Bay Maintenance Company 'Horseshoe Bay, Texas Unit I Unit Pnce Cost S.F. i 53.30 513,569 60 Ea I 53,400 00 L F. 520.00 L.S. 1 590,000.00 56,800.00 $1,080.00 $90,000.00 L S. - $17,000 00 $17,000.00 L.S. $9,300.00 $9,300 00 $2,800,305 36 Page 12 0012 Capital Excavation Company Chasco Contracting Austin, Texas Round Rock, Texas Unit Price Cost $4 00 $16,448.00 $2,000.00 $4,000 00 $11.00 $594 00 $110,000.00 $110,000.00 $16,500.00 $16,500.00 54,000 00 $4,000 00 52,929,320.75 Unit Pnce Cost 52 00 $2,500.00 510 00 $75,000.00 $8,224 00 55,000.00 5540 00 $75,000.00 Cash Construction Company Pflugerville, Texas Unit Pnce Cost 55 00 $20,560.00 $2,000 00 54,000.00 515 00 5810 00 $40,000 00 540,000.00 S15,000.00 515,000.00 520,475 00 $20,475 00 $3,200 00 53,200 00 52,500.00 52,500,00 52,972,624.40 $3,272,892 81 DATE: September 6, 1994 SUBJECT: City Council Meeting, September 8, 1994 ITEM: 10G. Consider a resolution authorizing the Mayor to enter into a contract with Hunter Industry for the Gattis School Road Improvements. STAFF RESOURCE PERSON: Jim Nuse STAFF RECOMMENDATION: Eight bids were opened at 2:00 p.m., Tuesday, August 30, 1994 for these improvements. The low bid was submitted by Hunter Industries in the amount of 2,234,751.41. Staff recommends award to Hunter Industries. Baker - Aicklen & Associates, Inc. Consulting Engineers Contract For: Gattis School Road, Phase III, - Street and Drainage Improvements Owner: City of Round Rock, Texas Contractor: CONTRACT CHANGE ORDER NO. 1 Hunter Industries, Inc., P.O. Box 13172, Austin, TX., 78711 Date: 04/24/95 Sheet No.: 1 of 1 Job No.: 601- 020 -32 You are hereby requested to comply with the following changes from the contract plans and specifications: Description of Changes COI-D1 Delete 1183 L.F., Woven Wire Fence @ $ 5.00/L.F. $5915.00 Totals $5915.00 Net Changes in Contract Price $5915.00 Justification: Property Owner will be responsible for rebuilding his own fence. DECREASE INCREASE Contract Price Contract Price The amount of the Contract before this Change Order is Two Million, Two Hundred Thirty Four Thousand, Seven Hundred Fifty One and 41/100 Dollars ( $ 2,234,751.41). The Amount of the Contract will DECREASE by the sum of Five Thousand, Nine Hundred, Fifteen and 00 /100 Dollars ($ 5,915.00). The CONTRACT TOTAL including this Change Order will be Two Million, Two Hundred Twenty Eight Thousand, Eight Hundred Thirty Six and 41/100 Dollars ( $ 2,228,836.41). The Contract Time will be unchanged. This document will become a supplement to the Contract and all provisions will apply hereto. City of R. un T' ock, g (Owner) 1 s Baker-Aicklen & Associates, Inc. Consulting Engineers Contract For: Gattis School Road, Phase III, - Street and Drainage Improvements Owner: City of Round Rock, Texas Contractor: r CONTRACT CHANGE ORDER NO. 2 Hunter Industries, Inc., P.O. Box 13172, Austin, TX., 78711 Date: 04/28/95 Sheet No.: 1 of 2 Job No.: 601 - 020 -32 You are hereby requested to comply with the following changes from the contract plans and specifications: Justification: Contractor requested storm sewer revisions to line "G ". Please see attached Sheet #2. The amount of the Contract before this Change Order is Two Million, Two Hundred Twenty Eight Thousand, Eight Hundred Thirty Six and 41/100 Dollars ( $ 2,228,836.41). The Amount of the Contract will not change as the increases in quantities will be offset by a credit to the City of Round Rock. The CONTRACT TOTAL including this Change Order will be Two Million, Two Hundred Twenty Eight Thousand, Eight Hundred Thirty Six and 41/100 Dollars ( $ 2,228,836.41). The Contract Time will be unchanged. This document will become a supplement to the Contract and all provisions will apply hereto. actor) Date Inc., (Engineer) Date Baker - Aicklen & Associates, Inc. Consulting Engineers CONTRACT CHANGE ORDER NO. 2 ( Cont.) Gattis School Road, Phase III, Street and Drainage Improvements Description of Changes Date: 04/28/95 Sheet No.: 2 of 2 Job No.: 601 - 020 -32 DECREASE INCREASE Contract Price Contract Price CO2 -A1 Add 1 Each 5x5x5 Junction Box @ $ 2500 Each $2500.00 CO2 -D1 Delete 33.81 I.f. 18" RCP @ $28.70/11 $970.35 CO2 -A2 Add 42.54 1.f. 24" RCP @ $34.00/1.f. $1446.36 CO2 -D2 Delete 13.22 1.f. 36" RCP @ $50.00/1.f. $661.00 Totals $1631.35 $3946.36 Net credit to be applied to final quantities <+ $2315.01> Note: This credit to the City of Round Rock to be shown as a line item total at the bottom of all pay estimates. The total contract price to date remains unchanged. Baker- Aiclden & Associates, Inc. Consulting Engineers Contract For: Gattis School Road, Phase III, - Street and Drainage Improvements Owner: City of Round Rock, Texas Contractor: Hunter Industries, Inc., P.O. Box 13172, Austin, TX., 78711 You are hereby requested to comply with the following changes from the contract plans and specifications: Justification: Fencing revisions, groundwater remedy and storm sewer revisions to avoid conflicts with existing utilities. The amount of the Contract before this Change Order is Two Million, Two Hundred Twenty Eight Thousand,Eight Hundred Thirty Six, and 41/100 Dollars ($ 2,228,836.41). The Amount of the Contract will INCREASE by the sum of Thirty Seven Thousand, One Hundred Eighty Nine, and 93/100 Dollars ($37,189.93). The CONTRACT TOTAL including this Change Order will be Two Million, Two Hundred Sixty Six Thousand, Twenty Six and 34/100 Dollars ($2,266,026.34). The Contract Time will be increased by sixteen (16) calendar days. This document will become a supplement to the Contract and all provisions will apply hereto. Bake - ' len & Associates, In ngineer) • City of Round R� exas (Owner) CONTRACT CHANGE ORDER NO. 3 See Attached Sheet 2 & 3 Hunter Industries, Inc., (Contractor) Da e 5 -V Date Date: 04/28/95 Sheet No.: 1 of 3 Job No.: 601- 020 -32 - L Baker - Aicklen & Associates, Inc. Consulting Engineers CONTRACT CHANGE ORDER NO. 3 ( Cont.) Gattis School Road, Phase III- Street and Drainage Improvements Description of Changes CO3 -A1 Add 65 additional wood posts to fence on Lawrence tract. 2788 I.f. @ 0.34/1.f. CO3 -A2 Add additional gates to fence on Lawrence tract 2 -16' gates @ $18.97/1.f. 2 -12' gates @ $23.11/11 $1161.68 CO3 -A3 Add 4271.f. 4" underdrain @ $13.98/1.f. $5969.46 CO3 -D4 Delete 5 each 5'x5'x5' junction boxes @ $2500.00 /each $12,500.00 CO3 -A4 Add 1 each 6' dia. storm sewer manhole @ $3780.00 $3780.00 CO3 -A5 Add 7 each 5' dia. storm sewer manholes @ $2500.00 $17,500.00 CO3 -D6 Delete 1 each 4' dia. storm sewer manhole @ $2300.00 $2300.00 CO3 -D7 Delete 480.84/1.f. 24" class III RCP @ $34.00/1.f. $16,348.56 Date: 04/28/95 Sheet No.: 2 of 3 Job No.: 601- 020 -32 DECREASE INCREASE Contract Price Contract Price $947.92 CO3 -A8 Add 200 1.f. 36" class IV RCP @ $76.88/1.f. $15,376.00 CO3 -A9 Add 153.71 1.f. 36" class III RCP @ $50.00 $7685.00 CO3 -A10 Add 551.791.f. 30" class III RCP @ $50.00 $27,589.50 Baker Aicklen & Assoc. Inc. Consulting Engineers CONTRACT CHANGE ORDER NO.3 (Cont.) Gattis School Road, Phase III- Street and Drainage Improvements Description of changes Date: 04/28/95 Sheet No. 3 of 3 Job No. 601 - 020 -32 DECREASE INCREASE Contract Price Contract Price CO3 -D11 Delete 547.36 1.f. 18" class III RCP @ $28.70/11 $15,709.23 CO3 -Al2 Add modifications to 5x5 junction boxes 3 @ $1900.00 $5700.00 CO3 -A13 Add 1 each 45 deg. bend (18 ") @ $250.00 each $250.00 • CO3 -A14 Add 1 each 45 deg. bend (30 ") @ $670.00 $670.00 CO3 -A16 Add 48.06 1.f. 27" class III RCP @ $36.00 $1730.16 CO3 -A17 Add 0.1 ton cast iron fittings @ $5,175.00/ ton $517.50 CO3 -D18 Delete 120 1.f. 8" waterline relocation @ $60.00/11 $7200.00 CO3 -A19 Add compensation for 5x5x5 junction boxes built deleted by design changes 2 each @ $1185.00 $2370.00 Totals $54,057.79 $91,247.72 Net Change on Contract $37,189.93 Baker- Aicklen & Associates, Inc. Consulting Engineers Contract For: Gattis School Road, Phase III, - Street and Drainage Improvements Owner: City of Round Rock, Texas Contractor: Description of Changes CONTRACT CHANGE ORDER NO. 4 Hunter Industries, Inc., P.O. Box 13172, Austin, TX., 78711 You are hereby requested to comply with the following changes from the contract plans and specifications: C01 -A1 Add Special Storm Sewer Vaults, and Adjustment of Line "D" $9925.00 Lump Sum (see attached sketch dated 5/15/95) C04 -A2 Add Special Traffic Control Sign @ 109.81 each $109.81 City of Round RdcIQ{'Texas (Owner) Totals Net Changes in Contract Price Date: 06/12/95 Sheet No.: 1 of 1 Job No.: 601 - 020 -32 DECREASE INCREASE Contract Price Contract Price $9925.00 $10,034.81 +$10,034.81 Justification: Conflict with existing 24" waterline at Double Creek Drive & City requested additional traffic control sign. The amount of the Contract before this Change Order is Two Million, Two Hundred Sixty Six Thousand, Twenty Six and 41/100 Dollars ( $ 2,266,026.34). The Amount of the Contract will INCREASE by the sum of Ten Thousand, Thirty Four and 81/100 Dollars ($ 10,034.81). The CONTRACT TOTAL including this Change Order will be Two Million, Two Hundred Seventy Six Thousand, Sixty One and 15 /100 Dollars ( $ 2,276,061.15). The Contract Time will be increased by 4 calendar days. This document will become a supplement to the Contract and all provisions will apply hereto. Hunter I.. ustries, Inc., (Contractor) Date Aic »ery* Asso• es, Inc., (Engineer) Date (o -aa -QS Date - 14o - 13 - 13x - 734 -73 - 73" - 720 129,24' -i 733'. - II i + I I j 7p1.71 F I I , 4-24 "@, 0 17 % - r29.2.4: 1 8 ■• I I I oo , .4 r 1 ' j 1 _LI iJ_ ! + PV' ' �INA�- _IFLPl�VEM�1� 4 1.x' LEV- EDP FoLl 5/4 4 Assoc, lac.. 5/r5h5 - 4 -4 6 To Peov,DE 5wicapi riaorr10a Pp RpE I r b2 I ' 3. 1 - 4 -4 6 To Peov,DE 5wicapi riaorr10a Pp RpE Baker- Aicklen & Associates, Inc. Consulting Engineers Contract For: Gattis School Road, Phase III, - Street and Drainage Improvements Owner: City of Round Rock, Texas Contractor: Hunter Industries, Inc., P.O. Box 13172, Austin, TX. 78711 You are hereby requested to comply with the following changes from the contract plans and specifications: See Attached Breakdown Sheet Description of Changes CONTRACT CHANGE ORDER NO. 5 Justification: Owner requested extension of widening improvements to County Road 122. Date 04/19/96 Sheet No.: 1 of 3 Job No.: 601 - 020 -32 DECREASE INCREASE Contract Price Contract Price The amount of the Contract before this Change Order is Two Million, Two Hundred Seventy Six Thousand, Sixty One and 15 /100 Dollars ($ 2,276,061.15). The Amount of the Contract will INCREASE by the sum of One Hundred Seventy Thousand, Four Hundred Forty Eight and 00 /100 Dollars ($ 170,448.00). The CONTRACT TOTAL including this Change Order will be Two Million, Four Hundred Forty Six Thousand, Five Hundred Nine and 15 /100 Dollars ($ 2,446,509.15). The Contract Time will be increased by 60 calendar days. This document will become a supplement to the Contract and all provisions will apply hereto. H L Industries, S ' 7'2Z`�C6i unt ndustries, Inc. ) Date lJ /Lc‘.- fir/ a 1 - Aicklen A sociates, .c., (Engineer) Date 4i-a6 -96 City of Round R. a exas (Owner) Date County Road 122 Forest Creek Drive GATTIS SCHOOL ROAD, PHASE HI STREET AND DRAINAGE IMPROVEMENTS Description of Changes CHANGE ORDER #5 DECREASE INCREASE Contract Price Contract Price CO5 -A1 Add 1836 SY Unclassified Street Widening Excavation, Including Minor Ditch Grading & Top Soil @ $13.00 /SY. $ 23,868.00 CO5 -A2 Add 1431 SY Unclassified Street Exc.@ Forest Creek Drive Intersection @ $5.00/SY. - $ 7,155.00 CO5 -A3 Add 1380 Ton Asphalt Stabilized Base (8" Nominal Thickness) @ $32.00/Ton. $ 44,160.00 CO5 -A4 Add 1730 Ton H.M.A.C. (Varying Thickness per Detail) @ $29.00/Ton. $ 50,170.00 CO5 -A5 Add 175 L.F. Concrete Ribbon Curb @ $12.00/Ft. $ 2,100.00 CO5 -A6 Relocate Existing 12" CMP (C.R. 122) w /Conc. End Treatments. $ 1,350.00 CO5 -A7 Pavement Markings, Including Double Yellow Center Stripe, 2-4" Edge Stripes, and Intersection Markings per Detail $7500.00 L.S. $ 7,500.00 CO5 -A8 Add 390 L.F. 4" PVC Conduit @ $5.00/L.F. $ 1,950.00 CO5 -A9 Add Temporary and Permanent Erosion Control (hydromulch) @ $7500.00/L.S. $ 7,500.00 CO5 -A10 Add 115 Yellow Traffic Buttons (reflectorized both ways) @ $4.50 Ea. $ 517.50 CO5 -A11 Add 115 White Traffic Buttons (reflectors one way) @ $4.50 Ea. $ 517.50 Subtotal-C.R., 122 -0- $146,788.00 • CO5 -Al2 Add 1050 SY Unclassified Street Excavation @ $5.00/SY. $ 5,250.00 CO5 -A13 Add 1003 SY 14" Flexible Base course @ $10.00 /SY. $ 10,030.00 Forest Creek Dr. GATTIS SCHOOL ROAD, PHASE III STREET AND DRAINAGE IMPROVEMENTS Description of Changes CHANGE ORDER #5 CONT. CO5-A14 Add 100 Ton H.M.A.C. (2" Thickness) @ $29.00 /Ton. CO5 -A15 Add 165 L.F. Concrete Ribbon Curb @ $12.00/Ft. CO5 -A16 Add 100 L.F. 12" CMP w /6:1 End Treatment (concrete) @ $35.00/Ft. Subtotal - Forest Creek Dr. Totals Change Order No. 5 Net Change in Contract Price DECREASE INCREASE Contract Price Contract Price -0- -0- $ 2,900.00 $ 1,980.00 $ 3 500.00 $ 23,660.00 $170,448.00 +$170,448.00 Baker-Aicklen & Associates, Inc. Consulting Engineers Contract For: Gattis School Road, Phase III, - Street and Drainage Improvements Owner: City of Round Rock, Texas Contractor: Hunter Industries, Inc., P.O. Box 13172, Austin, TX. 78711 You are hereby requested to comply with the following changes from the contract plans and specifications: Justification: Final adjustment of bid quantities to as -built quantities. CONTRACT CHANGE ORDER NO. 6 See Attached Sheet 2 & 3 Date: 05/09/96 Sheet No : 1 of3 Job No.: 601 - 020 -32 The amount of the Contract before this Change Order is Two Million, Four Hundred Forty Six Thousand, Five Hundred Nine and 15 /100 Dollars ($2,446,509.15). The Amount of the Contract will INCREASE by the sum of Forty Two Thousand, Six Hundred Fifty Eight anii 89/100 Dollars ($42,658.89). The CONTRACT TOTAL including this Change Order will be Two Milian, Four Hundred Eighty Nine Thousand, One Hundred Sixty Eight and 04/100 Dollars ($2,489,168.04). The Contract Time will be unchanged. This document will become a supplement to the Contract and all provisions will apply hereto. '! 7 C06 -D3 C06 -A3 GATTIS SCHOOL ROAD, PHASE HI STREET AND DRAINAGE IMPROVEMENTS Description of Changes CHANGE ORDER #6 C06 -A1 Add 5 Each 1'/2" H.M.A.C. driveways @ $1,000.00/Ea. C06 -A2 Add 630 L.F. Curb & Gutter @ $5.00/L.F. C06 -D1 Delete 47.49 L.F. 36" RCP CL III @ $50.00/L.F. C06 -D2 Delete 12.06 L.F. 27" RCP CL III @ $36.00/L.F. Delete 116.7 L.F. 24" RCP CL 1111 @ $34.00/L F. Add 70.17 L.F. 18" RCP CL IH @ $28.70/L.F. C06 -A4 Add 3 L.F. 15" CMP @ $30.00/L.F. C06 -A5 Add 20 L.F. Design 2 CMAP @ $32.00/L.F. C06 -A6 Add 1 Each 4' Dia. Storm Sewer Manhole @ $2,300.00/Ea. C06 -D4 Delete 1 Each 5 x 5 x 5 Junction Box $2,500.00/Ea. C06 -A7 Add 121 S.Y. 5" Concrete Rip Rap Slope Protection @ $20.00/S.Y. C06 -A8 Add 3 L.F. Concrete Trickle Channel @ $15.00/L.F. C06 -A9 Add 245 L.F. 5 strand Barbed Wire Fence @ $3.00/L.F. C06 -A10 Add 842 L.F. 2" Galv. Pipe Handrail in Curb @ $28.00/L.F. C06 -D5 Delete 11 L.F. 2" Galv. Pipe Handrail Direct Bury @ $22.00/L.F. C06 -D6 Delete 4 Ea. Adjustment and/or Relocation of Existing F.H. @ $2,860.00/Ea. C06 -A11 Add 6 Each Adjustment of Existing Water Valve Casings @ $250.00/Ea. C06 -D7 Delete 44 L.F. 16" Waterline Relocation @ $120.00/L.F. DECREASE INCREASE Contract Price Contract Price $ 2,374.50 $ 434.16 $ 3,967.80 $ 2,500.00 $ 242.00 $ 11,440.00 $ 5,280.00 $ 5,000.00 $ 3,150.00 $ 2,013.88 $ 90.00 $ 640.00 $ 2,300.00 $ 2,420.00 $ 45.00 $ 735.00 $ 23,576.00 $ 1,500.00 GATTIS SCHOOL ROAD, PHASE III STREET AND DRAINAGE IMPROVEMENTS Description of Changes CIIANGE ORDER #6CONT. C06 -Al2 Add 12 L.F. 12" Waterline @ $65.00/L.F. C06 -D8 Delete 4 L.F. 8" Waterline @ $58.00/L.F. $ 232.00 C06 -A13 Add 3057 S.F. 4' Wide Concrete Sidewalk @ $1.80 /S.F. C06 -D9 Delete 3793 S.F. 5' Wide Concrete Sidewalk @ $1.80 /S.F. $ 6,827.40 C06 -D10 Delete 5 Ea. Handicap Ramps @ $200.00/Ea. $ 1,000.00 C06 -A14 Add 2287 S.F. Type 1 Concrete Driveway @ $3.50 /S.F. C06 -A15 Add 899 L.F. 3" PVC Sleeve @ $12.00/L.F. C06 -A16 . . Add 1 Each Special Sign @ Double Creek Drive @ $72.45/Ea. C06 -A17 Add 1 Lump Sum 16" Water Connection at Night @ $4,917.50 per Lump Sum. • C06 -A18 Add 945 S.F. Reinstall Concrete Slab @ $3.96/S.F. C06 -D11 Delete 1 L.S. Barricade @ $24,000.00 Lump Sum. $ 24,000.00 C06 -A19 Add 1 L.S. Traffic Control @ $24,000.00 Lump Sum. DECREASE INCREASE Contract Price Contract Price $ 780.00 $ 5,502.60 $ 8,004.50 $ 10,788.00 $ 72.45 $ 4,917.50 $ 3,742.20 $ 24,000.00 $ 277.32 C06 -D12 Delete 17 L.F. 4" Underdrain @ $13.98/L.F. $ 237.66 C06 -A20 Add 1 -12' Gate @ $23.11/L.F. C06 -D13 Delete 8 L.F. 36" Class IV RCP @ $76.88/ L.F. $ 615.04 C06 -D14 Delete 20.79 L.F. 30" CL HI RCP @ $50.00/ L.F. $ 1,039.50 C06 -A21 Add 2 Each 45 18" RCP Bends @ $250.00/ Ea. $ 500.00 C06 -A22 Add .54 tons C.I. Fittings @ $5,175.00 /ton. $ 2,79450 Subtotal $ 60,190.06 $102,848.95 Net INCREASE in Contract Price $ 42,658.89 1 1 1 Baker - Aicklen & Associates, Inc. Consulting Engineers Contract For: Owner: CONTRACT CHANGE ORDER NO. 7 Gattis School Road, Phase III, - Street and Drainage Improvements City of Round Rock, Texas Contractor: Hunter Industries, Inc., P.O. Box 13172, Austin, TX. 78711 You are hereby requested to comply with the following changes from the contract plans and specifications: See Attached Proposal from Hunter Industries Justification: Owner requested sidewalk additions. Date: 08/16/96 Sheet No.: 1 of 2 Job No.: 601- 020 -32 The amount of the Contract before this Change Order is Two Million, Four Hundred Eighty Nine Thousand, One Hundred Sixty Eight and 04/100 Dollars ($2,489,168.04). The Amount of the Contract will INCREASE by the sum of Thirty Three Thousand, Seven Hundred Forty Two and 40/100 Dollars ($33,742.40). The CONTRACT TOTAL including this Change Order will be Two Million, Five Hundred Twenty Two Thousand, Nine Hundred Ten and 44/100 Dollars ($2,522,910.44). The Contract Time will be unchanged. This document will become a supplement to the Contract and all provisions will apply hereto. ity of Round Rock, exas (Owner) Date DATE: August 19, 1996 SUBJECT; City Council Meeting, August 22, 1996 ITEM: 13A. Consider Change Order No. 7 to Hunter Industries, Inc. for sidewalk construction associated with the Gattis School Road Project. STAFF RESOURCE PERSON: Jim Nuse STAFF RECOMMENDATION: This Change Order will complete some gaps in the sidewalk route along Forest Creek Drive from County Road 122 to the Oak Bluff subdivision. Staff recommends approval. t w f I` I -D9 -0g-100- Baker- Aicklen & Associates, Inc. Consulting Engineers Contract For: Gattis School Road, Phase III, - Street and Drainage Improvements Owner: City of Round Rock, Texas Contractor: Hunter Industries, Inc., P.O. Box 13172, Austin, TX. 78711 You are hereby requested to comply with the following changes from the contract plans and specifications: See Attached Sheet 2 Justification: Final adjustment of bid quantities to as -built quantities. CONTRACT CHANGE ORDER NO. 8 The amount of the Contract before this Change Order is Two Million, Five Hundred Twenty Two Thousand, Nine Hundred Ten and 44/100 Dollars ($2,522,910.44). The Amount of the Contract will INCREASE by the sum of Eighteen Thousand, Two Hundred Ninety Five and 57/100 Dollars ($18,295.57). The CONTRACT TOTAL including this Change Order will be Two Million, Five Hundred Forty One Thousand, Two Hundred Six and 01 /100 Dollars ($2,541,206.01). The Contract Time will be unchanged. This document will become a supplement to the Contract and all provisions will apply hereto. LC -.IQ- _ Date City of Round Ro k, Texas (Owner) Date is -A5n& Date /I- '7 -9(, Date: 10/15/96 Sheet No.: 1 of 2 Job No.: 601- 020 -32 GATTIS SCHOOL ROAD, PHASE III STREET AND DRAINAGE IMPROVEMENTS Description of Changes CHANGE ORDER #8 DECREASE INCREASE Contract Price Contract Price CO8 -Al Add 133 S.Y. Street Excavation @ $4.55/S.Y. $ 605.15 CO8 - A2 Add 51.89 Ton Asphalt Stabilized Base @ $32.00/Ton $ 1,660.48 CO8 -A3 Add 231.02 Ton H.M.A.C. @ $29.00/Ton $ 6,699.58 CO8 -A4 Add 34 Yellow Traffic Buttons @ $4.50/Ea. $ 153.00 CO8 -A5 Add 310 White Traffic Buttons @ $4.50/Ea. $ 1,395.00 CO8 -A6 Add 6940 L.F. Traffic Control Striping to Forest Creek Blvd. @ $0.20/L.F. $ 1,388.00 CO8 -A7 Add Handrail Modifications - Gattis School Road -Lump Sum $650.00 $ 650.00 CO8 -A8 Add 1232 S.F., 4" Thick Concrete Sidewalk @ $3.48 /S.F. $ 4,287.36 CO8 -D1 Delete 3 L.F. Galvanized Field Fab. Handrail @ $28.00/L.F. $ 84.00 CO8 -A9 Add 9.3 S.Y., 5" Rip Rap Slope Protection @ $20.00 /S.Y. $ 186.00 CO8 -A10 Add 475 S.F., 4' Concrete Sidewalk -Gattis School Road ® $1.80 /S.F. $ 855.00 CO8 -A11 Add 2 Each Adjust Water Valves @ $250.00/Ea. $ 500.00 Subtotal $ 84.00 $ 18,379.57 Net INCREASE in Contract Price $ 18,295.57 • 07/23/96 17:01 $218 5563 Dear Jim: February 8, 1996 Welcome Horne Mr. Jim Nuse, P.E. Director, Public Works Department City of Round Rock 2008 Enterprise Round Rock, Texas 78664 Kenneth T. Blaker Project Manager cc: Richard Marek, Milburn Investments, Terry Mitchell, Milburn Investments, Inc. PUBLIC WORKS Milburn +-•-• FINANCE 1 V V L4 FEB 91 0 CITY OF ROUND ROCK PUBLIC WORKS DEPT. RE: Water Payment issues Relating to " Remmington Heights" and the Fern Bluff West Round Rock Water Contract As you will recall in September of 1995 we researched your files on the Southeast Round Rock Water Service Agreement (SERRWSA) to ascertain whether water capacity exists to serve the ± 40 acre "Ayer's Tract" now known as " Remmington Heights " - After reviewing your files and the latest SERRWSA contract we concluded/determined in a meeting with you on Monday, September 25, 1995, that sufficient capacity exists to serve the "Remmington Heights" subdivision. In order to utilize the excess capacity we agreed to the cost of $620.00 per L.U.E. Therefore, the amount due to the City of Round Rock pursuant to the acquisition of 191 L.U.E.'s of water under the SERRWSA is $118,420.00. Pursuant to the Fern Bluff West Round Rock Water Contract (FBWRRWC)(i.e. the inner loop contract) which stated in part that the cost of installation of these facilities would be capped at $738,100.00 which includes engineering fees and any overage would be refunded to Milburn Investments Inc. (MI1). As you are aware the cost to install these facilities and the associated engineering resulted in an overage. As previously agreed, with Mr. Richard Marek, Chief Financial Officer for MIX, to the overage amount due to MII is $240,546.00. Based on our previous conversations we respectfully request that the City of Round Rock deduct $118,420.00 from the $240,546.00 owed to MII as payment for the 191 L.U.E -'s of water under the SERRWSA. In addition, please let this letter serve as the invoice for payment of the remaining outstanding amount of $122,126-00 still owed to MII, as a result of the FBWRRWC. Your assistance in overseeing and handling our request is greatly appreciated. Should you be of the opinion that we have misstated anything contained herein, please contact us immediately. Very truly yours, KTB/ 0,4g7aprowaRad • Austin, TX 78758 • P.O. Box 9802.921 • Austin, TX 78766 • (512) 835 -HOME • Fax (512) 835 -1543 (a 002 /002 DATE: November 5, 1996 SUBJECT: City Council Meeting, November 7, 1996 ITEM: 13A. Consider reimbursement to Milbum Co. for oversize facilities for the West Round Rock Water System. STAFF RESOURCE PERSON: Jim Nuse STAFF RECOMMENDATION: Please see the attached letter from the Milburn Company. SENT BY aeotiti,. Consolidated insurance Agency CIA Insurance Agency, Inc. 101 West ith Btrest, Suite 350 Austin, TI 78701 (512)179 -5631 City of Round Rock, TX, Owner 221 East Min Street Round Rook Tx 78664 9 -20 -34 I 44 :02 i :we wer Pnioomj I. i . 9/20/1994 ;7100 CENflFlCA7'E IS ISSUED AS A NATTER OP NNFORMAT1 O AND I COIQ U5 NO RIGHTS UPON TIE cEWnHCATE HOLDOR Teas CarnFIDATC DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED MY THE COMPANIES AFFORDING COVERAGE [ hoggr A Traneaontinenta1 Ina. Company Biome .............._.............................. ...................�.......... B Nat'l Fire Insurance Company minter Industries, Ina. C P.O. fax 13172 ,...,... , .._ 266765432833• HINTER INDUSTRIES; 2/ 2 Austin, Texas 78711 I HFY D I u: V f E t�� ¢dp.�8�[sg ; LLTITTI a i 'ataxy.. , a tFa'�4. liF•i�ad'8t3�' uN a we kii ...,d`i"t'!.. �w $4T^..9T,•i�i•i .�g �a�. ��W.tG'i�wiiw�.. 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'!i.000,000 omm CERTIFICATE HOLDl R IS INCLUDED AS ADDITIONAL INSURED AS RESPECTS AUTOMOBILE AND GENERAL LIABILITY POLICIES. ..........._ . .. ............. • • OPJCOMNI OF OPOMTOXIMOCANONIAI ILL/W ICEAL NOM .. .. Pro ectt Gattis School Road Phase III Street 6 Drainage Improvements Pol oies Shall not be cancelled or rednced,restricted or limited until on (10) days after the Owner has recei ad written notice as evidenced ___ _.____SH__9_P_.___ ._ R _9l4fiQ Or fied to bg return re i t o C:Uk5RHOUg 5: •:L4tvfe�r nMt"4eP.9•Aal'S:.._' "L' :5:L: 10 `..aF.NlwwnMN 914001• ANY OF THE ABOVE DESLIE&0 POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEIECF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 3D DAYS WRITTEN NOTICE TO THE CERI FFCATE HOLDER NAMED TO THE LOT, BUT FAURE TO MAIL SUCH NOTICE SHALL 414705E NO OBLIGATION OR LQRI>YT/02IIIYardND4FON:1014 01APA NY, 116 AGENTS OR REPRESENTATIVES. t 1 1 1 1 1 1 1 1 1 1 1 CONTRACT DOCUMENTS AND SPECIFICATIONS FOR GATTIS SCHOOL ROAD PHASE III STREET AND DRAINAGE IMPROVEMENTS Prepared for: City of Round Rock 221 East Main Street Round Rock, Texas 78664 Prepared by: Baker- Aicklen & Associates, Inc. ' 116 E. Main Street, Suite 206 Round Rock, Texas 78664 August, 1994 ed 44i A. WILLIAM WAELT2 q % 61220 . •k\ p 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Z 1 1 1 1 TABLE OF CONTENTS Section Description Page 1.0 Notice to Bidders NB -1 2.0 Bid Documents BD -1 3.0 Post Bid Documents PBD -1 4.0 General Conditions GC -1 5.0 Special Conditions SC -1 6.0 Technical Specifications TS -1 table.mst /spec , I Item No. Category Description I Technical Specifications I 101 Preparing Right -of -Way 2 102 Clearing and Grubbing 1 104 Removmg Concrete 1 I 110 Street Excavation 2 132 Embankment 3 201 Subgrade Preparation 2 210 Flexible Base 4 I 230 Rolling (Flat Wheel) 1 232 Rolling (Pneumatic Tire) 2 236 Proofrolling 2 I 301 Asphalts, Oils and Emulsions 6 306 Prime Coat 2 340 Hot Mix Asphaltic Concrete Pavement 9 360 Concrete Pavement 29 403 Concrete for Structures 10 406 Reinforcing Steel 5 408 Concrete Joint Materials 2 409 Membrane Curing 2 410 Concrete Structures 16 430 Concrete Curb and Gutter 2 I 432 Concrete Sidewalks 2 436 Concrete Valley Gutters 2 503 Frames, Grates, Rings & Covers 1 I 506 Manholes 5 508 Misc. Structures and Appurtenances 4 509 Trench Safety Systems 2 510 Pipe 45 I 511 Water Valves 7 559 Concrete Box Culverts 6 591 Riprap for Slope Protection 3 I 601 Salvaging and Topsoil 1 602 Sodding for Erosion Control 2 604 Seeding for Erosion Control 3 606 Fertilizer 1 608 Planting 4 610 Preservation of Trees and Other Vegetation 5 639 Rock Berm 1 I 640 Mortared Rock Wall 1 642 Silt Fence 2 702 Removing and Relocating Existing Fences 2 I 803 Barricades, Signs and Traffic Handling 2 824 Traffic Signs 4 843 Ducts 3 860 Pavement Marking Paint 6 I 900 Restoration 1 901 Relocation of Appurtenances 1 1 1 1 biddoc.mst /spec BD - No. of Pages 1.0 NOTICE TO BIDDERS Sealed bids addressed to the Purchasing Agent, City of Round Rock, 221 East Main Street, Round Rock, Texas 78664, for furnishing all labor, material and equipment and performing all work required for the project titled Gattis School Road Phase III Street & Drainage Improvements will be received until 2.00 P M. August 30. 1994, then publicly opened and read aloud at the City Hall Council Chambers at the same address. Bid envelopes should state date and time of bid and "Sealed Bid for Gattis School Road Phase III Street & Drainage Improvements." No bids may be withdrawn after the scheduled opening time. Any bids received after scheduled bid opening time will be returned unopened. Bids must be submitted on City of Round Rock bid forms and must be accompanied by an acceptable bid security as outlined in the Instructions to Bidders, payable to the City of Round Rock, Texas equal to five percent (5 %) of the total bid amount. Plans, Bid Forms, Specifications, and Instructions to Bidders may be obtained from the office of Baker - Aicklen & Associates, Inc. at 116 E. Main Street, Suite 206, Round Rock, Texas, 78664, 244 -9620, beginning August • 15. 1994, for a non- refundable charge of $75.00 per set. In case of ambiguity, duplication, or obscurity in the bids, the City of Round Rock reserves the right to construe the meaning thereof. The City of Round Rock further reserves the right to reject any or all bids and waive any informalities and irregularities in the bids received. The successful bidder will be expected to execute the standard contract prepared by the City of Round Rock, and to furnish performance and payment bonds as described in the bid documents. Publish Dates: Austin American Statesman: Round Rock Leader: 08/14/94 08/15/94 08/21/94 08/22/94 08/28/94 08/29/94 notic ebd /spec. ma stcr NOTICE TO BIDDERS NB -1 Joanne Land City Secretary City of Round Rock 1 1 1 1 1 1 1 1 1 1 1 1 1 2.0 BID DOCUMENTS INSTRUCTIONS TO BIDDERS 1. Prior to submitting any proposal, bidders are required to read the plans, specifications, proposal, contract and bond forms carefully; to inform themselves by their independent research, test and investigation of the difficulties to be encountered and judge for themselves of the accessibility of the work and all attending circumstances affecting the cost of doing the work and the time required for its completion and obtain all information required to make an intelligent proposal. 2. Should the bidder find discrepancies in, or omissions from the plans, specifications, or other documents, or should he be in doubt as to their meaning, he should notify at once the Engineer and obtain clarification or addendum prior to submitting any bid. 3. It shall be the responsibility of the bidder to see that his bid is received at the place and time named in the Notice to Bidders. Bids received after closing time will be returned unopened. 4. Bids shall be submitted in sealed envelopes plainly marked "Sealed Bid" and showing the name of the project, the job number if applicable, and the opening date and time. 5. Bids shall be submitted on proposal forms furnished by the City of Round Rock. 6. All proposals shall be accompanied by a certified cashier's check upon a National or State bank in an amount not less than five percent (5 %) of the total maximum bid price, payable without recourse to the City of Round Rock, or a bid bond in the same amount from a reliable surety company, as a guarantee that the bidder will enter into a contract and execute performance and payment bonds, as stipulated by item 11 below, within ten (10) days after notice of award of contract to him. Proposal guarantees must be submitted in the same sealed envelope with the proposal. Proposals submitted without check or bid bonds will not be considered. 7. All bid securities will be returned to the respective bidders within twenty-five (25) days after bids are opened, except those which the owner elects to hold until the successful bidder has executed the contract. Thereafter, all remaining securities, including security of the successful bidder, will be returned within sixty (60) days. biddoc.mst /spec BD -1 8. Until the award of the contract, the City of Round Rock reserves the right to reject any and all proposals and to waive technicalities; to advertise for new proposals; or to do the work otherwise when the best interest of the City of Round Rock will be thereby promoted. 9. In case of ambiguity or lack of clarity in the statement of prices in the bids, the City of Round Rock reserves the right to consider the most favorable analysis thereof, or to reject the bid. Unreasonable (or unbalanced) prices submitted' in a bid may result in rejection of such bid or other bids. 10. Award of the contract, if awarded, will be made within sixty (60) days after opening of the proposals, and no bidder may withdraw his proposal within said sixty (60) day period of time unless a prior award is made. 11. Within ten (10) days after written notification of award of the contract, the successful bidder must furnish a performance bond and a payment bond in the amount of one - hundred percent (100 %) of the total contract price. Provided however, if the contract price is less than $50,000.00, the bidder shall have the option of providing a letter of credit in lieu of a performance bond, said letter of credit in a form acceptable to the City of Round Rock. Said performance bond, or letter of credit, if applicable, and payment bond shall be from an approved surety company holding a permit from the State of Texas to act as surety (and acceptable according to the latest list of companies holding certificates of authority from the Security of the Treasury of the United States) or other surety or sureties acceptable to the Owner, with approval prior to bid opening. 12. If the total contract price is less than $25,000.00 the performance and payment bond requirement will be waived by the City of Round Rock. Payment will be made following completion of the work. 13. Failure to execute the construction contract within ten (10) days of written notification of award or failure to furnish the performance bond, or letter of credit if applicable, and payment bond as required by item 11 above, shall be just cause for the annulment of the award. In case of the annulment of the award, the proposal guarantee shall become the property of the City of Round Rock, not as a penalty, but as a liquidated damage. 14. No contract shall be binding upon the City of Round Rock until' it has been signed by its Mayor after having been duly authorized to do so by the City Council. biddoc.mst /spec BD - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 15. The Contractor shall not commence work under this contract until he has furnished certification of all insurance required and such has been approved by the City of Round Rock, nor shall the contractor allow any subcontractor to commence work on his subcontract until proof of all similar insurance that is required of the subcontractor has been furnished and approved. 16. Any quantities given in any portion of the contract documents, including the plans, are estimates only, and the actual amount of work required may differ somewhat from the estimates. The basis for the payment shall be the actual amount of work done and /or material furnished. 17. No Texas sales tax shall be included in the prices bid for the portion of work identified as Gattis School Road Phase III Street & Drainage Improvements under this contract. This contract is issued by an organization which is qualified for exemption pursuant to the provisions of Article 10.04 (h) of the Texas Limited Sales, Excise and Use Tax Act. The contractor performing this contract may purchase, rent or lease all materials, supplies, equipment used or consumed in the performance of this contract by issuing to his supplier an exemption certificate complying with State Comptroller's ruling #95 -0.07. Any such exemption certificate issued by the contractor in lieu of the tax shall be subject to the provisions of the State Comptroller's ruling #95 -0.09 as amended to be effective July 1, 1979. 18. No conditional bids will be accepted. biddoc.mst /spec BD - 1 1 1 1 1 1 . 1 1 1" JOB NAME: JOB LOCATION: Round Rock, Williamson County, Texas OWNER: DATE: Gentlemen: Pursuant to the foregoing Notice to Bidders and Instructions to Bidders, the undersigned bidder hereby proposes to do all the work, to furnish all necessary superintendence, labor, machinery, equipment, tools, materials, insurance and miscellaneous items, to complete all the work on which he bids as provided by the attached supplemental specifications, and as shown on the plans for the construction of Gattis School Road -Phase III Street and Drainage Improvements and binds himself on acceptance of this proposal to execute a contract and bond for completing said project within the time stated, for the following prices, to wit: Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount gattis.bid August, 1994 76,543 S.Y. 20,193 S.Y. PROPOSAL BIDDING SHEET GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS City of Round Rock, Texas Unclassified Street Excavation including Embankment and Subgrade Preparation, per Square Yard 24" Flexible Base Course per Square Yard for dollars and 4:4 4 cents. - BD -1 $ $ /5387o,(a Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount � 3. 56,350 S.Y. 1 II (4) 66,252 S.Y. 1 1 1 1 1 1 1 1 1 6. 23,108 biddoc.mst/spec 12" Flexible Base Course per Square Yard for and 3 -1 /2" H.M.A.C. Surface Course per Square Yard 7. 1,000 L.F. 36" Class III RCP per Linear Foot for dollars and ' cents. $ 43o $ 22(p0 { 5.. 3 Ea. 1 - 1/2" H.M.A.C. Driveways, including 8" Flexible Base Course, Excavation & Subgrade Prepara- Lion and incidentals as necessary to complete the work per Each 1 for 42G 77....e dollars and cents. $ /Gill, DO $ 3000,0 L.F. Standard Curb & Gutter per Linear Foot for dollars and cents. • $ Ada $ C5_,;;* O for dollars and 0 centsnts cents. $.50, $✓ Oat D BD -2 dollars cents. $.190 $ zi5Xsao 1 1 1 1 1 1 . 1 1 1 1 1 1 1 1 1 Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount 8. 928 L.F. 27" Class III RCP per Linear Foot for.s/ dollars and cents. $ 6,4 $ 3d flo ' OC 9. 1,564 L.F. 24" Class III RCP, per Linear Foot 10. 1,845 L.F. 18" Class III RCP per Linear Foot 11. gattis.bid for c dollars and cents. $. $3/7,04 fo • ' , .' dollars and ` cents. $ d/.7U 18 L.F. 30" C.M.P. Extension per Linear Foot for, 14_4 �' - - - - � dollars $.V$.V.00 $00 and cents. 12. 10 L.F. 15" C.M.P. Extension per Linear Foot for cai dollars and 77/7 cents. BD -3 $. Sam $.3122490 1 1 1 1 1 1 1 1 1 1 16. 17. 1 1 18. 1 . AUG-26-94 F R I 19:49 BAKER / A I C K L E N- R R P.63 Bid Item Description Unit 11111 Quantity Unit and Written Unit Price Price Amount 13. 92 L.F. Design 2 C,M,A.P. including 6:1 End Treatment per Linear Foot 3 biddoc.mst/spec BD 14. 3 Ea. Standard 20' Inlets par Each for ,;,...;,,„,„, ,,„ dollars and /„ cents. 15. 8 Ea. Standard 15' Inlets per h 4 ,44xn, ilaeni for dollars and 220 cents, $ e9J0,00 $ z /604' pp dollars cents. $ .VZ.dB $ 09000 .O. vo $� $99oo 9 Ea. Standard 10' Inlets per Each ,4 /o1n.€4. for dollars and 2 k cents. $ Z /OO, ap $ /d _o7) 4 Ea. Sta • and 5' Inlet per Each for �� doliars and 270 cents. $ / O,,OO $ 00 Od Ea. 4'x4' Area Inlet per Each .04o Am/ ,1,4x4 for dollars and 72-0 cents. $‚O,7 $ 4 a 0 , 0 0 Addendum No.2 1 1 1 1_ 1. 1 1 1_ 1 1 1_ 1 1 1. Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount 19. 1 Ea. Standard Headwall with Dissipators for 24" RCP per Each f oJ "'a 9 Td oilars and Jk cents. $ eo $ 7.5f2.190 20. 1 gattis.bid BD -5 Ea. Headwall Type CH -11 -A for 2 -30" Pipe per Each for ` ��tlollars and j cents. $ /9 $ g4'419 21. 2 Ea. 4' -Dia. Storm Sewer Manhole per Each guivo5,41Ate. kamcht for dollars and cents. $ 232 At, $ 0061a 00 22. 8 Ea. 5'x5'x5' Junction Box er Each 4 il a or do ars and 77) cents. St-0U° Se. 06140 23. 1 L.S. 5 -9'x6' Reinforced Concrete Box Culvert No. 1 (MC9 -3) including 2 -5' Drop Inlets, Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum t for , £' M dollars and cents. $60 $(0/0 1 . 1 1 1 1 1 1 1 1. 1 1 1 1 1 1 1 1 � Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount 24. 1 L.S. 4 -5'x3' Reinforced Concrete Box Culvert No. 2 (MC5 -1) including Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum biddoc.mst/spec - BD -6 for ad and lei cents. $S06c1 $7� 9 25.' 1 L.S. 4 -8'x4' Reinforced Concrete Box Culvert No. 3 (MC8 -1) including Headwalls, Sidewalks, Handrail, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum forr4p 6/40 ollars and / At.O cents. 26. 1 L.S. 2 -7'x4' Reinforced Concrete Box Culvert No. 4 (MC7 -1) including Headwalls, Wingwalls, Sidewalks, Handrail, Special Culvert Inlet, Grading as Required and all Appurtenances, Complete in Place, per Lump / Sum for �P 7 ollars and o cents. $2_0,00D $ Zg 3 1 1 1 1 1 1 . 1 1 1 i 1 1 1 1 1 1 1 1 Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount 27. 1 L.S. 5 -9'x6' Reinforced Concrete Box biddoc.mst/spec Culvert No. 5 _(MC9 -3) including 1 -5' Drop Inlet, 1 -10' Drop Inlet, Headwalls, Sidewalks, Handrails, Grading as Required and all Appurtenances, Complete in Place, per Lump Sum fot+/r)dalcg 1. 4_ dollars �/�� ,�� and nv cents. $—�' //, J„"�'$ )D5 - .) 66(0, 28. 1 L.S. 10'x7' Reinforced Concrete Box Culvert No. 6 (SGNB) including Headwalls, Sidewalks, Handrails, Grading as required and all Appurtenances, Complete in Place, per Lump Sum foCS' ,i/Ogoi).44 ollars and cents. $67,c $ 4Z, alp 29. 1 L.S. Removal of Existing Concrete Slab, Concrete Curb & Concrete Rip Rap, (Sta. 97 +00) per Lump, Sum for7ioo Z4etse dollars and p cents. $ e'a?%' $ Zeraao 30. 554 S.Y. 5" Concrete Rip Rap Slope Protection, Complete in Place, per Square Yard for c dollars and ri cents. $ 20.617 $ / 400 16 10 BD -7 Bid Item 31) 1 1 32. 1 1 33. 1 1 34 1 1 1 1- 1 Item Description Unit Quantity Unit and Written Unit Price Price Amount 960 L.F. Channel Excavation -7' Bottom including Side Slopes as indicated on Plan, Complete in Place, per Linear Foot for -47 dollars and P cents. $ /✓ $ /1, 175 L.F. Concrete Trickle Channel- 7 Feet Wide, Complete in Place, per Linear Foot 7,337 L.F. 1,183 L.F. biddoc.mst/spec BD - for . dollars and [ 17-0 cents. $ /S.o $ ZGZSdb 5 -Strand Barbed Wire Fence including Gates & Posts as indicated in plans, Complete in Place, per Linear Foot for ,Aar dollars 2 Or/ and 720 cents. $ 3,e90 $ z/ Woven Wire Fence including Gates & Posts as indicated in plans, Complete in Place, per Linear Foot for el-ti -G dollars and 77, cents. $ S $ 696;0O Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount 35. 88 L.F. 2" Galvanized Pipe Handrail in Curb, Complete in Place, per Linear Foot 36. 885 L.F. 2" Galvanized Pipe Handrail (Direct Bury), Complete in Place, per Linear Foot biddoc.mst/spec BD -9 for, 6'11R and 27, cents. $ ZS,1O $z1-6 for and dollars cents. $ 00 $ /95L7o. 90 37. 1 L.S. Barricades, Complete in Place, per Lump Sum rwei + Ards Q for dollars and 72.O cents. $Z6 $ g4eek 38. 1 L.S. Temporary Relocation and Maintenance of Existing Mailboxes including Resetting to Final Position at the Con- clusion of Construction, per Lump Sum //�� foram, r/i,sec .,Q, dollars and 27 cents. $ /tt $ MO, LSO Bid Item Quantity Unit and Written Unit Price 39. 9 Ea. Adjustment and /or Relocation of Existing Fire Hydrants including all pipe, fittings, and appurtenances, CompleteP — in Place, ch 54fr for 1 Each 40. ' 2 Ea. Fire Hydrant Assemblies, including Valve & Box, Complete in Place, per Each 41. biddoc.mst/spec 2 Item Description Unit Price Amount and ro cents. $ 2,10o,190 $ 8§14460 for C,, /AM 4 4 dollars and :?7i cents. $/24e0 $ 5412 Ea. Adjustment of Existing Automatic Air and Vacuum Release Valves to Finished Grade, Complete in Place, per Each for y of ars and cents. $30 $ Z6e,, ea BD - 10 42. 8 Ea. Adjustment of Existing Water Valve Casings to Finished Grade, per Each forgo dollars and AID cents. $ Z5.), $ Z,)), 1 1 • 1 1 1 1 1 1 1 1 • 1 1 1 1 1 1 1 1 From: Michool CrofIchook BWor-Anklon &Aso. Round Roe+ Fox ■612)2 Vac*. M2)2415420 T .. rer kunier Popo 3 of 3 Mammy. Auquol 29,1074 1112.47M biddoc.mstispec 44. 120 L.F. 8" Waterline Relocation, including 8" Gate Valve & Box Relocation, all Fittings and Appurtenances, Complete in Place, per Linear Foot for .5;)(// dollars and t cents. • 45. 100 L.F. 12" Waterline, including all Fittings and Appurtenances, Complete in Place, per Linear Foot 46. 80 L.F. 8" Waterline, including all Fittings and Appurtenances. Complete in Place, per Linear Foot for (;(7 el dollars and cents. Bid Item Description Unit Item Quantity Unit and Written Unit Price Price Amount 43. 382 L.F. 16" Waterline Relocation, including 16" Gate Valve Box, all Fittings and Appurtenances, Complete in Place. per Linear Foot f 4 or e ie vApollars .,(1 and /40 CCUS. $ /ZD, $941301 $60, sioa for dollars and cents. $ sL sy; BD-11 Addendum No. 3 1 Bid Item Description Unit 1 Item Quantity Unit and Written Unit Price Price I 47. 1. Ea. 16 "x8" Tapping Sleeve and Valve, Complete in Place, per Each I for Tee. Aomsuillars and N.2 cents. $ 3j/9rk), $,3 1 1. 48. 1 Ea. 16" x 12" Tapping Sleeve and Valve, Complete in Place, per Each / �J 1 for g;// ,JP,`t y liars 1 and 40 cents. $.3 $3, 1 49. 55,907 S.F. 4' -Wide, 4" Concrete Sidewalks, u per Square Foot ' for O dollars and � � j� cents. $ , v S/0") 50. 45,728 S.F. 5' -Wide, 4" Concrete Sidewalks, I BD -12 per Square Foot Amount for dollars a n d cents. $ / ) $ $ Z ' 51. 24 Ea. Concrete Sidewalk Handicap Ramps, All Types, per Each 1 for o ftq� i ollars ^�^ p and !20 cents. $ ZOD. $ ��(} 1 1 I biddoc.mst/spec 1 1 AUG-26-94 F R I 1 5 : . Z 0 BAKE R -6 I C K L E N- R R P. 0 4 Bid Item Description Unit TItm • Quantity Unit and Written Unit Price Price Amount 52. 4,112 S.F. Type 1 Concrete Driveways, per Square Foot btddoc.mstfspec for dollars and cents. $Zj -JCS $/3392. 53. 2 Ea, Concrete Valley Gutters, Complete in Place, per Each for AZ �Q, 4 LAdO a�Ps�� ,p�,, $f7/2061 and . _ . h.r?. _.._ .cents. $ iri7�$v 54. 54 L.F. 3" PVC Sleeve, Complete in Place, per 1,inear toot for Fe de, dollars and _e cents. S/7, $ 6 1 L.S. Temp. and Penn. Erosion Control including Hydro - mulching and Restoration, per Lump Sum for_4440./{00eSf�ars and //,t0 teats, $Y_ $ c{S,�LIv, 56. 1 L.S. Pavement Markings, including all Traffic Signs, Posts, and Traffic Buttons, per Lum Sum ollars 0 cents. $ , $Z©, 1 51. 1 L.S. Trench Safety Systems, per Lump Sum 1 forikeej6us4jollars and AO cents. $,3, $. / eXi 1 :4: Ir • TOTAL AMOUNT BID: / l�+M1(_S o A $272125(.1 u7o IA Cli r jA . -f�.�YiI iyeyid14r,•f (o.ti (4.ed e�L,,r�llliq �(j / age.QMJ 4 d . 1 (words) BD - 13 Addendum No. 2 A U G- 2 4- 9 4 W E D 10 :5 8 B A K E R i A 1 C K L E N - R R If this proposal is accepted, the undersigned agrees to execute the contract and provide necessary bonds and insurance certification as per the Instructions to Bidders and continence work within ten (10) days after written Notice -to- Proceed. The undersigned further agrees to complete the work in full within three hundred sixty five (365) calendar days after the date of the written Notice -to- Proceed. The undersigned certifies that the bid prices contained in the proposal have been carefully checked and are submitted as correct and final. The Owner reserves the right to reject any or all bids and may waive any informalities. Respectfully mitted all, t � 5:r-ntt)54r Title for 4 \�n1T NRY-= Iss Name of Firm v'o?--)o,- '3na Address i 5 - 3S3 -"7 57 Telephone Dajt Secretary, if Contractor is a ADDEND4 The undersigned acknowledges receipt of the following addenda; Addenda No. 3 biddoc.mstlspec BD -14 Corporation Dated 8 -z1 - sic zq.9 ADDENDUM NO. 1 P . 0.5 AIU Insurance Company • American Home Assurance Company Granite State Insurance Company The Insurance Company of the State of Pennsylvania National Union Fire Insurance Company of Pittsburgh, Pa. New Hampshire Insurance Company BID BOND (AIA 310) KNOW ALL MEN BY THESE PRESENTS: That Hunter Industries, Inc. THE INSURANCE COMPANY 01' THE STATE -AM Worldwide eandinp American International Companies Principal Bond Office 70 Pine Street New York, N.Y. 10270 as Principal, and OF PENNSYLVA as Surety, are held and firmly bound THE CITY OF ROUND ROCK unto as Obligee, in the sum of FIVE (5) PERCENT OF THR GREATEST AMOUNT BID 5 %GAB jS ), for the payment of which sum, well and truly to be made, the Principal and Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, the Principal has submitted a bid for SCHOOL RD, PHASE III STREET AND DRAINAGE Dollars NOW, THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into a Contract with the Obligee in accordance with the terms of such bid, and give such bond or bonds as may be specified in the bidding or Contrai Documents with good and sufficient surety for the faithful performance of such Contract and for the prompt payment of labor and material furnished in the prosecution thereof, or in the event of the failure of the Principal to enter such Contract and give such bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof between the amount specified in said bid and such larger amount for which the Obligee may in good faith contract with another party to perform the Work covered by said bid, then this obligation shall be null and void, otherwise to remain in full force and effect. Signed, sealed and dated 08 -25 -94 23373 (3/841 (Witness) Bond No. (Seal) By HUNTER INDSTRIES INC. Lr" THE INSURANCE COMPANY OF THE E OF PENNSYL A (rale) The Insurance Company of the State of Pennsylvania Principal Bond Office: 70 Pine Street, New York, N.Y. 10270 KNOW ALL MEN BY THESE PRESENTS: That The Insurance Company of the State of Pennsylvania, a Pennsylvania corporation, does hereby appoint -- -Robert C. Siddons, Bettye Ann Rogers, Robert C. Fricke, Linda Colley: of Austin, Texas - -- its true and lawful Attomey(s )-in -Fact, with full authority to execute on its behalf bonds, undertakings, rccognirances and other tontracts of indemnity and wri obligatory in the nature thereof, issued in the course of its business, and to bind the company thereby. IN WITNESS WHEREOF, The Insurance Company of the State of Pennsylvania has executed these presents STATE OF NEW YORK ) COUNTY OF NEW YORK)ss. On this 29 day of April , 1993, before me came the above named officer of The Insurance Company of the State of Pennsylvania, to me personally known to be the individual and officer descnbed herein, and acknowledged that he executed the foregoing instrument and affixed the seal of said corporation thereto by authority of his office. POWER OF ATTORNEY No 09 -B -50561 this 29 day of April Mark E. Reagan, Se r ice President ,1 993. No tary J S NOZZOIIO No. 01•N01657757 ycrk Q 'm f Expi Ja 3t CERTIFICATE Excerpts of Resolution adopted by the Board of Directors of The Insurance Company of the State of Pennsylvania, on May IB, 1976• 'RESOLVED, that the Chairman of the Board, the President, or any Vice President bc, and hereby is, authorized to appoint Attorneys -in -Fact to represent and for and on behalf of the Company to execute bonds, undertakings, recognizances and other contracts of indemnity and writings obligatory in the nature thereof, to attach thereto the corporate seal of the Company, in the transaction of its Surely business, 'RESOLVED, that the signatures and attestations of such officers and the seal of the Company may be affixed to any such Power of Attorney or to any certify relating thereto by facsimile, and any such Power of Attorney or certificate hearing such facsimile signatures or facsimile seal shall be valid and binding upon Company when so affixed with respect to any bond, undertaking, recognizance or other contract of indemnity or writing obligatory in the nature thereof; 'RESOLVED, that any such Attorney -in -Fact delivering a secretarial certification that the foregoing resolutions still he in effect may insert in such certification date thereof, said date to be not later than the date of delivery thereof by such Atmrncy•in - Fay t 1, Elizabeth M. Tuck, Secretary of The Insurance Company of the State of Pennsylvania. do hereby certify That the foregoing excerpts of Resolution adopted by Board of Directors of this corporation, and the Power M Attorney issue,) pursuant Ihcrcu,. are true and correct. and that both the Itcsntution and the Powe Attorney are in full forte and effect. IN WITNESS WHEREOF, 1 have hereunto set my hand and affixed the facsimile scat of the corporation this 2.-Crf day of 199 Eli7ahcth M. Tuck, Secretary 3.0 POST BID DOCUMENTS 1 AGREEMENT 1 THE STATE OF TEXAS 1 COUNTY OF WILLIAMSON THIS AGREEMENT, made and entered into this 0 day of4 i j, A.D. 101, by and between the CITY OF ROUND ROCK, TEXAS acting throug i its Mayor, Party ' of the First Part, hereinafter termed the OWNER, and HUNTER INDUSTRIES, INC. of the City of AUSTIN , County of TRAVIS , State of TEXAS , Party of the Second Part, hereinafter termed Contractor. WITNESSETH: That for and in consideration of the payments and agreements hereinafter mentioned, to be made and performed by said First Party (Owner), the said Second Party (Contractor), hereby agrees with the first Party to commence and complete the construction of certain improvements at the prices set forth in the Contractor's Proposal dated August 30, 1994 for certain improvements described as follows: Gattis School Road Phase III Street & Drainage Improvements The Contractor shall perform all work shown on the Plans and described in the Contract and shall meet all requirements of this Agreement, the General and Special Conditions of the Contract; and such Orders and Agreements for Extra Work,as may 1 subsequently be entered by the above named parties to this Agreement. The Contractor hereby agrees to commence work under this contract within 10 1 consecutive calendar days after that date of the Notice to Proceed and shall cause work to progress in a manner satisfactory to the Owner. Such work shall be completed in full within 365 calendar days after the date of the written Notice to Proceed. Time is of the essence to this contract. ' The Owner agrees to pay the Contractor in current funds, and to make payments on account, for the performance of the work in accordance with the Contract, at the prices set forth in the Contractor's Proposal, subject to additions and deductions, all as provided in the General Conditions of the Agreement. 1 postbid.msVspu = PBD -1 1 AGREEMENT - continued The following documents together with this Agreement, comprise the Contract, and they are fully a part thereof as if herein repeated in full: The Notice to Bidders The Instruction to Bidders The Proposal and Bidding Sheets The Performance & Payment Bonds The General Conditions of Agreement The Special Conditions of Agreement The Technical Specifications Addenda Change Orders The Certificate of Insurance The Plans IN WITNESS WHEREOF the Parties to these presents have executed this Agreement in multiple originals in the year and day first above written. ATTEST: By: ecretary, if Contractor is a Corporation or otherwise registered with the Secretary of the State poslbid.mst/spec PBD -2 By: Party of the First ' ,S (Owner) Mayor - Ci of ' ound Rock By: Ai iL IV ) � Party of the Secom F art HUNTER INDUSTRIES, INC. 1 1 1 1 I 1 1 ,1 1 1 1 1 1 1 1 1 1 1 1 1 1 THE STATE OF TEXAS COUNTY OF WILLIAMSON PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That of the City of , County of , and State of , as Principal, and authorized under the law of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto THE CITY OF ROUND ROCK, TEXAS, (Owner), in the penal sum of dollars ($ ) for the payment whereof, well and truly to be made the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner dated the day of , 19_ to which the contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein consisting of: NOW, THEREFORE, THE CONDITIONS OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract and shall, in all respects, duly and faithfully observe and perform all and singular the covenants, conditions and agreements in and by said Contract, agreed and covenanted by the Principal to be observed and performed, including but not limited to, the repair of any and all defects in said work occasioned by and resulting from defects in materials furnished by or workmanship of, the Principal in performing the work covered by said Contract and occurring within a period of twelve (12) months from the date of the contract Completion Certificate and all other covenants and conditions, according to the true intent and meaning of said Contract and the Plans and Specifications hereto annexed, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Article 5160 of the Revised Civil Statues of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same postbid.mst/spec PBD -3 extent as if it were copied at length herein. PERFORMANCE BOND (continued) Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the term of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this day of 19 Principal Surety By: By: Title Title Address Address The name and address of the Resident Agent of Surety is : postbid.mst/spec PBD -4 THE STATE OF TEXAS COUNTY OF WILLIAMSON and severally, by these presents: postbid.mstlspec PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That HUNTER INDUSTRIES, INC. of the City of AUSTIN , CINP1SlANEE-CANNY-6�� and State of TEXAS , as Principal, andSTATF GE P INSYLVANIA ' adthorized under the law of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto THE CITY OF ROUND ROCK TEXAS, (Owner), in the penal sum of TWO MILLION, TWO HUNDRED THIRTY FOUR THOUSAND SEVEN HUNDRED FIFTY ONE AND 41/100 d ($ 2 ,234,751.41 ) for the paymentwhereof, well and truly to be made the $aid Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly WHEREAS, the Principal has entered into a certain written contract with the Owner dated the day of , 19 94 to which the contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein consisting of: GATTIS SCHOOL ROAD PHASE III STREET & DRAINAGE IMPROVEMENTS NOW, THEREFORE, THE CONDITIONS OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract and shall, in all respects, duly and faithfully observe and perform all and singular the covenants, conditions and agreements in and by said Contract, agreed and covenanted by the Principal to be observed and performed, including but not limited to, the repair of any and all defects in said work occasioned by and resulting from defects in materials furnished by or workmanship of, the Principal in performing the work covered by said Contract and occurring within a period of twelve (12) months from the date of the contract Completion Certificate and all other covenants and conditions, according to the true intent and meaning of said Contract and, the Plans and Specifications hereto annexed, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Article 5160 of the Revised Civil Statues of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same . PBD -3 PAYMENT BOND (continued) ;, ry, Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications or drawings accompanying the same shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. , ^r, r ; VA ; -" :,? \ {1 It 5!• Z . ' rJ t7 y ? Lr a.>. uitii4' IM;LA Ar..:1 :Y 1. t - , •itt r,'f hr.: �- R .1 • -,, Z.,. rt_ tic If T: IN WITNESS WHEREOF said Principal and- Sure t; c + t t. ' - p ty haver signed ,and sealed this Instrument this - day of ; 19 - . ` ` t' ., rh r i ^ J tr f , i rr SL � • 'f " fii )li,si' -7�,[IOt1 '.Inns a Princ al • - P. .r i_ru: r,r t, Surety:n' b I 'rr ;V IA By: gi[crarc ! it'L c; L J�JLC By: ":aw - i . r. • ^.ljS , t.:It sill • + ti ?r. 7 , ; ,?,t .1; Title ; �, .:.fit, ` . • 3 r�I.� Title postbid.mst/spec PBD; 6 Addres .-) i /,, ;, :'t 3!-lac) t" I S i ;J T ";Ad_dress t i ilL't 15I t t l' rEI9 ••r r e -- .'IL' .lr; ;�L � _ YrC Firm .11Tf. 1[J.r ilrr {r .: f• �....�e ^n•,rd. r - * ^av - •t1 ,Ir n. • wrn.... '^ • ■r r t.•, nortJfnrt'no:. °r., 1 S 3 "'r:'"' ^ szt [ . ' t;,`ri bn6 a *lq`, . -- - t...11r --.rt r - The name and address of the Resident Agent of Surety ;;;} nF r .: ,7 0. - r15,T: tr ' g is: 10 ciI "" .iv' :rf ldi of Tr:,'! ':rf it...t.i:.'C: 't L• .d 'irb "tii t ..'.rr i; , ;,;3f [ 'OSI ° rt• a�n -�.t: r. rlrr, r, F ^ ^ • - . ,,.. ar• s`'• ''•1..v,. ; t; - r., 9n&brn i. L-, the City of AUSTIN , Cl}}@S(A vis, and State of TEXAS , as Principal, andSTATE OE PENNSYLVANIA a orized under the law of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto THE CITY OF ROUND ROCK TEXAS, (Owner), in the penal sum of TWO MILLION, TWO HUNDRED THIRTY FOUR THOUSAND SEVEN HUNDRED FIFTY ONE AND 41/100 do ($ 2,234,751.41 for the payment whereof, well and truly to be made the ,said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: i .1 THE STATE OF TEXAS COUNTY OF WILLIAMSON KNOW ALL MEN BY THESE PRESENTS: That HUNTER INDUSTRIES, INC. of WHEREAS, the Principal has entered into a certain written contract with the Owner dated the day of , 19 94 to which the contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein consisting of: GATTIS SCHOOL ROAD PHASE III STREET & DRAINAGE IMPROVEMENTS NOW, THEREFORE, THE CONDITIONS OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract and shall, in all respects, duly and faithfully observe and perform all and singular the covenants, conditions and agreements in and by said Contract, agreed and covenanted by the Principal to be observed and performed, including but not limited to, the repair of any and all defects in said work occasioned by and resulting from defects in materials furnished by or workmanship of, the Principal in performing the work covered by said Contract and occurring within a period of twelve (12) months from the date of the contract Completion Certificate and all other covenants and conditions, according to the true intent and meaning of said Contract and the Plans and Specifications hereto annexed, then this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Article 5160 of the Revised Civil Statues of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same postbid.mstlspec PERFORMANCE BOND PBD -3 extent as if it were copied at length herein. PERFORMANCE BOND (continued) Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the term of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. IN WITNESS WHEREOF, .4 e'said Principal and Surety have signed and sealed this instrument this day of 19 94 • HUNTER INDUSTRIES, INC. . 0' Al Principal Title P.O. BOX 13172 Address AUSTIN, TEXAS 78711 The name and address of the Resident Agent of Surety is : FRANK SIDDONS INSURANCE P.O. BOX 2125, AUSTIN, TX 78768 postbid.mst/spec PBD -4 INSURANCE THE Surety By: ATTY -IN -FACT Title 1999 BRYAN STREET Address • DALLAS, TEXAS 75201 COMPANY OF THE KNOW ALL MEN BY THESE PRESENTS: That The Insurance Company of the State of Pennsylvania, a Pennsylvania corporation, does hereby appoint IN WITNESS WHEREOF, The Insurance Company of the State of Pennsylvania has executed these presents STATE OF NEW YORK } COUNTY OF NEW YORK }ss. On this 29 day of April ,1993, before me came the above named officer of The Insurance Company of the State of Pennsylvania, to me personally known to be the individual and officer described herein, and acknowledged that he executed the foregoing instrument and affixed the seal of said corporation thereto by authority of his office. IN WITNESS WHEREOF, 1 have hereunto set my hand and affixed the facsimile seal of the corporation CERTIFICATE this POWER OF ATTORNEY The Insurance Company of the State of Pennsylvania Principal Bond Office: 70 Pine Street, New York, N.Y. 10270 No 09 -B -50561 -- -Robert C. Siddons, Bettye Ann Rogers, Robert C. Fricke, Linda Couey: of Austin, Texas - -- its true and lawful Attorney(s)-in-Fact, with full authonty to execute on its behalf bonds, undertakings, recognizances and other contracts of indemnity and writings obligatory in the nature thereof, issued in the course of its business, and to bind the company thereby. this 29 day of April ,1993. Mark E. eagan, Se isr ice President M r ubPft Sr NOZZOLIO No. 01.11046527544" york Quahhed t � Wesic Tuna fxpirax Jan, 3 i �A, Excerpts of Resolution adopted by the Board of Directors of The Insurance Company of the State of Pennsylvania, on May 18, 1976: `RESOLVED, that the Chairman of the Board, the President, or any Von President be, and hereby is, authorized to appoint Attorneys -m -Fact to represent and act for and on behalf of the Company to execute bonds, undertakings, rccognizances and other contracts of Indemnity and writings obligatory in the nature thereof, and to attach thereto the corporate seal of the Company, in the transaction of its surety business; "RESOLVED, that the signatures and attestations of such officers and the seal of the Company may be affixed to any such Power of Attorney or to any certificate relating thereto by facsimile, and any such Power of Attorney or certificate beanng such facsimile signatures or facsimile seal shall be valid and binding upon the Company when so affixed with respect to any bond, undertaking, recognizance or other contract of Indemnity or wasting obligatory in the nature thereof, "RESOLVED, that any such Attomcy -in -Fact delwenng a secretarial certification that the foregoing resolutions stili be in effect may Insert in such certification the date thereof, said date to be not later than the date of delivery thereof by such Attorney -in -Fact " I, Elizabeth M. Tuck, Secretary of The Insurance Company of the State of Pennsylvania, do hereby certify that the foregoing excerpts of Resolution adopted by the Board of Directors of this corporation, and the Power of Attorney issued pursuant thereto, are true and correct, and that both the Resolution and the Power of Attorney are in full force and effect. day of , 19 . E lizabeth M. Tuck, Secretary THE STATE OF TEXAS COUNTY OF WILLIAMSON PAYMENT BOND KNOWALL MEN BY THESE PRESENTS: That HUNTER INDUSTRIES, INC. , of the City Of AUSTIN , County of TRAVIS , and State of TEXAS as Principal, and THE INSURANCE COM6N t1efll4ttlder the laws of the State of Texas to act as Surety on Bo held and fumly bound unto THE CITY OF ROUND ROCK, (OWNER), and all subcontractors, workers, laborers, mechanics and suppliers as their interest may appear, all of whom shall have the right to sue upon this bond, in the penal sum of TWO MILLION, TWO HUNDRED THIRTY FOUR THOUSAND, SEVEN HUNDRED FIFTY ONE AND 41/100 Dollars ($ 2,234,751.41 ) for the payment whereof, well and truly be made the said Principal and Surety bind themselves and their heirs, administrators, executors, successors, and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of , 19 94 , to which Contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein consisting of: GATTIS SCHOOL ROAD PHASE III STREET & DRAINAGE IMPROVEMENTS NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall well and truly pay all subcontractors, workers, laborers, mechanics, and suppliers, all monies to them owing by said Principals for subcontracts, work, labor, equipment, supplies and materials done and furnished for the construction of the improvements of said Contract, then this obligation shall be and become null and void; otherwise to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Article 5160 of the Revised Civil Statutes of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same extent as if it were copied at length herein. postbid.mst/spec PBD -5 PAYMENT BOND (continued) Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications or drawings accompanying the same shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this Instrument this day of , 19 94 HUNTER INDUSTRIES, INC. P.O. BOX 13172, AUSTIN, TEXAS 78711 1999 BRYAN STREET, DALLAS, TX 75201 ' Address The name and address of the Resident Agent of Surety is : FRANK SIDDONS INSURANCE P.O. BOX 2125, AUSTIN, TX 78768 postbid.mst/spec PBD -6 THE INSURANCE COMPANY OF THE STATE OF PENNSYLVANIA Surety ATTY —IN —FACT Title Address The Insurance Company of the State of Pennsylvania • Principal Bond Office: 70 Pine Street, New York, N.Y. 10270 KNOW ALL MEN BY THESE PRESENTS: That The Insurance Company of the State of Pennsylvania, a Pennsylvania corporation, does hereby appoint -- -Robert C. Siddons, Bettye Ann Rogers, Robert C. Fricke, Linda Coney: of Austin, Texas - -- its true and lawful Attorney(s)-in-Fact, with full authority to execute on its behalf bonds, undertakings, recognizances and other contracts of indemnity and writings obligatory in the nature thereof, issued in the course of its business, and to bind the company thereby. IN WITNESS WHEREOF, The Insurance Company of the State of Pennsylvania has executed these presents STATE OF NEW YORK } COUNTY OF NEW YORK }ss. On this 29 day of April 1993, before me came the above named officer of The Insurance Company of the State of Pennsylvania, to me personally known to be the individual and officer described herein, and acknowledged that he executed the foregoing instrument and affixed the seal of said corporation thereto by authority of his office. CERTIFICATE Excerpts of Resolution adopted by the Board of Directors of The Insurance Company of the State of Pennsylvania, on May 18, 1976: 'RESOLVED, that the Chairman of the Board, the President, or any Vice President be, and hereby is, authorized to appoint Attorneys -in -Fact to represent and act for and on behalf of the Company to execute bonds, undertakings, recognizances and other contracts of indemnity and writings obligatory in the nature thereof, and to attach thereto the corporate seal of the Company, in the transaction of its surety business; 'RESOLVED, that the signatures and attestations of such officers and the seal of the Company may be affixed to any such Power of Attorney or to any certificate relating thereto by facsimile, and any such Power of Attorney or certificate bearing such facsimile signatures or facsimile seal shall be valid and binding upon the Company when so affixed with respect to any bond, undertaking, recognizance or other contract of indemnity or venting obligatory m the nature thereof "RESOLVED, that any such Attorney -in -Fact delivenng a secretanal certification that the foregoing resolutions still be in effect may insert in such certification the date thereof, said date to be not later than the date of delivery thereof by such Attorney -in -Fact " 1, Elizabeth M Tuck Secretary of The Insurance Company of the State of Pennsylvania, do hereby certify that the foregoing excerpts of Resolution adopted by the Board of Directors of this corporation, and the Power of Attorney issued pursuant thereto, are true and correct, and that both the Resolution and the Power of Attorney are in full force and effect IN WITNESS WHEREOF, f have hereunto set my hand and affixed the facsimile seal of the corporation POWER OF ATTORNEY No. 09 -B -50561 this 29 day of April Mark E. ' eagan, Se r ice President No/ a ry lO p, S , � . OZZO11 N O Quelil . 7 0t•N0 4652;, ° Pock T rm E t 'i'esich est er v xaues ,1993. this day of , 19 ej j el, / 44 • rWs /r`� Elizabeth M. Tuck, Secretary THE STATE OF TEXAS COUNTY OF WILLIAMSON PAYMENT BOND KNOW ALL MEN BY THESE PRESENTS: That , of the City of , County of , and State of as Principal, and authorized under the laws of the State of Texas to act as Surety on Bonds for Principals, are held and firmly bound unto THE CITY OF ROUND ROCK, (OWNER), and all subcontractors, workers, laborers,'mechanics and suppliers as their interest may appear, all of whom shall have the right to sue upon this bond, in the penal sum of Dollars ($ ) for the payment whereof, well and truly be made the said Principal and Surety bind themselves and their heirs, administrators, executors, successors, and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of , 19 , to which Contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein consisting of: NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall well and truly pay all subcontractors, workers, laborers, • mechanics, and suppliers, all monies to them owing by said Principals for subcontracts, work, labor, equipment, supplies and materials done and furnished for the construction of the improvements of said Contract, then this obligation shall be and become null and void; otherwise to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Article 5160 of the Revised Civil Statutes of Texas as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same extent as if it were copied at length herein. postbid.mst/spcc PBD -5 PAYMENT BOND (continued) Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications or drawings accompanying the same shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this Instrument this day of , 19 Principal Surety By: By: Title Title Address Address The name and address of the Resident Agent of Surety is : postbid.mst/spec PBD -6 To: City of Round Rock Date: 221 East Main Street Gattis School Road Phase III Round Rock, Texas 78664 Street & Drainage Improvements THIS IS TO CERTIFY THAT is, at the date of this certificate, insured by this company with respect to the business operations hereinafter described, for the types of insurance and in accordance with the provisions of the standard policies used by this company, and further hereinafter described. Exceptions to standard policies are noted on the reverse side hereof. TYPE OF POLICY EFFECTIVE INS. NO. DATE Workmen' s Compensation Comprehensive General Liability Includes Contractual Liability Covers Independent Contractors Owner's Protective Contractors poebid.msVspec CERTIFICATE OF INSURANCE PBD -7 Description of Work EXPIRATION DATE LIMITS OF LIABILITY Statutory, State of Texas, $ Employer's Liability Bodily Injury $ /person $ /person Property Damage $ /accident $ aggregate Bodily Injury $ /person $ /accident Property Damage $ /accident $ aggregate Certificate of Insurance (continued) Comprehensive Bodily Injury Automobile $ /person Liability $ /accident Owned Vehicles Property Damage Hired Vehicles Non -owned Vehicles Includes Contractual Liability Contractual Liability pcstbid.mst/spcc $ /accident Name of Insurer By: Title: Address: PBD -8 1 1 1 1 �1 1 1 1 The above policies either in the body thereof or by appropriate endorsement provide that they may not be changed or canceled by the insurer in less than thirty (30) days after the insured has received written notice of such change or cancellation. The Certificate of Insurance neither affirmatively or negatively amends extends, or alters the 1 coverage afforded by policy or policies indicated by this certificate. 1 1 1 1 1 1 1 1 1 4.0 GENERAL CONDITIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Contents 1. Definition of Terms 1.01 - Owner, Contractor and Engineer 1.02 - Contract Documents 1.03 - Subcontractor 1.04 - Sub - Subcontractor 1.05 - Written Notice 1.06 - Work 1.07 - Extra Work 1.08 - Working Day 1.09 - Calendar Day 1.10 - Substantially Completed 2. Responsibilities of the Engineer and the Contractor 2.01 - Owner - Engineer Relationship 2.02 - Professional Inspection by Engineer 2.03 - Payments for Work 2.04 - Initial Determinations 2.05 - Objections 2.06 - Lines and Grades 2.07 - Contractor's Duty and Superintendence 2.08 - Contractor's Understanding 2.09 - Character of Workers 2.10 - Contractor's Buildings 2.11 - Sanitation 2.12 - Shop Drawings 2.13 - Preliminary Approval 2.14 - Defects and Their Remedies 2.15 - Changes and Alterations 2.16 - Inspectors genccad.met/ pee General Conditions of Agreement GC -1 3. General Obligations and Responsibilities 3.01 - Keeping of Plans and Specifications Accessible 3.02 - Ownership of Drawings 3.03 - Adequacy of Design 3.04 - Right of Entry 3.05 - Collateral Contracts 3.06 - Discrepancies and Omissions 3.07 - Equipment, Materials and Construction Plant 3.08 - Damages 3.09 - Protection Against Accident to Employees and the Public 3.10 - Performance and Payment Bonds 3.11 - Losses from Natural Causes 3.12 - Protection of Adjoining Property 3.13 - Protection Against Claims of Subcontractors, etc. 3.14 - Protection Against Royalties or Patented Invention 3.15 - Laws and Ordinances 3.16 - Assignment and Subletting 3.17 - Indemnification 3.18 - Insurance 3.19 - Final Clean-Up 3.20 - Guarantee Against Defective Work 3.21 - Testing of Materials 3.22 - Wage Rates 4. Prosecution and Progress 4.01 - Time and Order of Completion 4.02 - Extension of Time 4.03 - Hindrances and Delays 5. Measurement and Payment 5.01 - Quantities and Measurements 5.02 - Estimated Quantities 5.03 - Price of Work 5.04 - Partial Payments 5.05 - Use of Completed Portions 5.06 - Final Completion and Acceptance 5.07 - Final Payment 5.08 - Payments Withheld 5.09 - Delayed Payments gwcocd msUspcc GC -2 6. Extra Work and Claims 6.01 Change Orders 6.02 Minor Changes 6.03 Extra Work 6.04 Time of Filing Claims 6.05 Continuing Performance 6.06 Arbitration 7. Abandonment of Contract 7.01 Abandonment by Contractor 7.02 Abandonment by Owner 8. Subcontractors 8.01 Award of Subcontracts for Portions of Work 8.02 Subcontractual Relations 8.03 Payments to Subcontractors 9. Separate Contracts 9.01 Owner's Right to Award Separate Contracts 9.02 Mutual Responsibility of Contractors 9.03 Cutting and Patching Under Separate contracts 10. Protection of Persons and Property 10.01 Safety Precautions and Programs 10.02 Safety of Persons and Property 10.03 Location and Protection of Utilities g ocoud.m,vapx GC -3 1 1 1 1 1 1 1 1 1 1 1 1 1 l t 1. Definition of Terms 1.01 Owner, Contractor and Engineer 1.02 Contract Documents gwewd.msUryec General Conditions of Agreement The Owner, the Contractor and the Engineer and those persons or organization identified as such in the Agreement and are referred to throughout the contract Documents as if singular in number and masculine in gender. The term Engineer means the Engineer or his duly authorized representative. The Engineer shall be understood to be the Engineer of the Owner, and nothing contained in the Contract Documents shall create any contractual or agency relationship between the Engineer and the Contractor. The Contract Documents shall consist of the Notice to Contractors, Instructions to Bidders, Proposal, Signed Agreement, Performance and Payment Bonds (when required), Special Bonds (when required), General Conditions of the Agreement, Construction Specifications, Plans and all modifications thereof incorporated in any of documents before the execution of the agreement. The Contract Documents are complementary, and what is called for by any one shall be as binding as if called for by all. In case of conflict between any of Contract documents, priority of interpretation shall be in the following order: Signed Agreement, Performance and Payment Bonds, Special Bonds (if any), Proposal, Special Conditions of Agreement, Notice to Contractors, Technical Specifications, Plans, and General Conditions of Agreement. 1.03 Subcontractor The term Subcontractor, as employed herein, includes only those having a direct contract with the Contractor and it includes one who furnishes material worked to special design according to the plans or specifications of this work, but does not include one who merely furnishes material not so worked. - 1.04 Sub- subcontractor The term Sub - Subcontractor means one who has a direct or indirect contract with a sub- contractor to perform any of the work at the site and includes one who furnishes material worked to a special design according to the plans or specifications of this work, but does not include one who merely furnishes material not so worked. GC -4 1 1 . 1 1 1+ 1 1 l 1 1 1 1 1 1 1 1 1 1 1.05 Written Notice Written notice shall be deemed to have been duly served if delivered in person to the individual or to an officer of the corporation for whom it is intended, or if delivered at or sent by registered mail to the last business address known to him who gives the notice. 1.06 Work The Contractor shall provide and pay for all materials, machinery, equipment, tools, superintendence, labor, services, insurance, and all water, light, power, fuel, transportation and other facilities necessary for the execution and completion of the work covered by the contract documents. Unless otherwise specified, all materials shall be new and both workmanship and materials shall be of a good quality. The Contractor shall, if required, furnish satisfactory evidence as to the kind and quality of materials. Materials or work described in words which so applied have a well known technical or trade meaning shall be held to refer to such recognized standards. 1.07 Extra Work The term "Extra Work" as used in this contract shall be understood to mean and include all work that may be required by the Engineer or Owner to be done by the Contractor to accomplish any change, alteration or addition to the work shown upon the plans, or reasonably implied by the specifications, and not covered by the Contractor's Proposal, except as provided under "Changes and Alteration," herein. 1.08 Working Day A "Working Day" is defined as any day not including Saturdays, Sundays or any legal holidays, in which weather or other conditions, not under the control of the Contractor, will permit construction of the principal units of the work for a period of not less than seven (7) hours between 7:00 a.m. and 6:00 p.m. 1.09 Calendar Day "Calendar Day" is any day of the week or month, no days being excepted. 1.10 Substantially Completed geaccad.m.tl.pec By the term "substantially completed" is meant that the structure has been made suitable for use or occupancy or the facility is in condition to serve its intended purpose, but still may require minor miscellaneous work and adjustment. GC -5 2. Responsibilities of the Engineer and the Contractor 2.01 Owner- Engineer Relationship The Engineer will be the Owner's representative during construction. The duties, responsibilities and limitations of authority of the Engineer as the Owner's representative during construction are as set forth in the Contract Documents and shall not be extended or limited without written consent of the Owner and Engineer. The Engineer will advise and consult with the Owner, and all of Owner's instructions to the Contractor shall be issued through the Engineer. 2.02 Professional Inspection by Engineer gencood,maVepee The Engineer shall make periodic visits to the site to familiarize himself generally with the progress of the executed work and to determine if such work generally meets the essential performance and design features and the technical and functional engineering requirements of the Contract Documents; provided and except, however, that the Engineer shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on -site inspection of the quality or quantity of the work or be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident thereto or in connection therewith. Notwithstanding any other provision of this agreement or any other Contract Document, the Engineer shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the Contractor, any Subcontractor or any of the Contractor's or Subcontractor's agents, servants or employees or any other person, firm or corporation performing or attempting to perform any of the work. 2.03 Payments for Work The Engineer shall review Contractor's applications for payment and supporting data, determine the amount owed to the Contractor and recommend, in writing, payment to Contractor in such amounts; such recommendation of payment to Contractor constitutes a representation to the Owner of Engineer's professional judgement that the work has progressed to the point indicated to the best of his knowledge, information and belief, but such recommendation of an application for payment to Contractor shall not be deemed as a representation by Engineer that Engineer has made any examination to determine how or for what purpose Contractor has used the moneys paid on account of the Contract price. GC -6 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 2.04 Initial Determinations The Engineer initially shall determine all claims,, disputes and other matters in question between the Contractor and the Owner relating to the execution or progress of the work or the interpretation of the Contract Documents and the Engineer's decision shall be rendered in writing within a reasonable time, which shall not be construed to be less than ten (10) days. Appeal to arbitration upon mutual agreement may be taken as if his decision had been rendered against the party appealing. 2.05 Objections gencoadanstispec In the event the Engineer renders any decision which, in the opinion of either party hereto, is not in accordance with the meaning and intent of this contract, either party may file with the Engineer within thirty (30) days his written objection to the decision, and by such action may reserve the right to submit the question so raised to arbitration as hereinafter provided. 2.06 Lines and Grades Unless otherwise specified, all lines and grades shall be furnished by the Engineer or his representative. Whenever necessary, construction work shall be suspended to permit performance of this work, but such suspension will be as brief as practicable and the Contractor shall be allowed no extra compensation therefor. The contractor shall give the Engineer ample notice of the time and place where lines and grades will be needed. All stakes, marks, etc., shall be carefully preserved by the Contractor, and in case of careless destruction or removal by him or his employees, such stakes, marks, etc., shall be replaced at the Contractor's expense. 2.07 Contractor's Duty and Superintendence The Contractor shall give adequate attention to the faithful prosecution and completion of this contract and shall keep on the work, during its progress, a competent English - speaking superintendent and any necessary assistants to supervise and direct the work. The superintendent shall represent the Contractor in his absence and all directions given to him shall be as binding as if given to the Contractor. The Contractor is and at all times shall remain an independent contractor, solely responsible for the manner and method of completing his work under this contract, with full power and authority to select the means, method and manner of performing such work, so long as such methods do not adversely affect the completed improvements, the Owner and Engineer being interested only in the result obtained and conformity of such completed improvements to the plans, specifications and contract. Likewise, the Contractor shall be solely responsible for the safety of himself, his GC -7 employees and other persons, as well as for the protection and safety of the improvements being erected and the property of himself or any other person, as a result of his operations hereunder. Engineering construction drawings and specifications as well as any additional information concerning the work to be performed passing from or through the Engineer shall not be interpreted as requiring or allowing Contractor to deviate from the plans and specifications, the intent of such drawings, specifications and any other such information being to define with specificity the agreement of the parties as to the work the Contractor is to perform. Contractor shall be fully and completely liable, at his own expense, for design, construction, installation and use, or non -use of all items and methods incident to performance of the contract, and for all loss, damage or injury incident thereto, either to person or property, including, without limitation, the adequacy of all temporary supports, shoring, bracing, scaffolding, machinery or equipment, safety precautions or devices, and similar items or devices used by him during construction. Any review of work in process, or any visit or observation during construction, or any clarification of plans and specifications, by the Engineer or Owner, or any agent, employee, or representative of either of them, whether through personal observation on the project site or by means of approval of shop drawings for temporary construction or construction processes, or by other means or method, is agreed by the Contractor to be for the purpose of observing the extent and nature of work completed or being performed, as measured against the drawings and specifications constituting the contract, or for the purpose of enabling Contractor to more fully understand the plans and specifications so that the completed construction work will conform thereto, and shall in no way relieve the Contractor from full and complete responsibility for the proper performance of his work on the project, including but not limited to the propriety of means and methods of the Contractor in performing said contract, and the adequacy of any designs, plans or other facilities for accomplishing such performance. Deviation by the Contractor from plans and specifications that may have been in evidence during any such visitation or observation by the Engineer, or any of his representatives, whether called to the contractor's attention or not shall in no way relieve Contractor from his responsibility to complete all work in accordance with said plans and specifications. 2.08 Contractor's Understanding geneond maUspee It is understood and agreed that the Contractor has, by careful examination, satisfied himself as to the nature and location of the work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the work, the general and local conditions, and all other matters which can in any way effect the work under this contract. The Contractor agrees that he will make no claim against the Owner or the Engineer if, in the prosecution of the work, he finds that the actual site or subsurface conditions encountered do not conform to those indicated by excavation, test excavation, test procedures, borings, explorations or other subsurface excavations. No GC -8 verbal agreement or conversation with any officer, agent or employee of the Owner or Engineer either before or after the execution of this contract, shall affect or modify any of the terms or obligations herein contained. 2.09 Character of Workers The Contractor agrees to employ only orderly and competent workers, skillful in the performance of the type of work required under this contract, to do the work; and agrees that whenever the Engineer shall inform him in writing that any workers on the work are, in his opinion, incompetent, unfaithful or disorderly, or refuse instructions from the Engineer in the absence of the Superintendent, such worker shall be discharged from the work and shall not again be employed on the work without the Engineer's written consent. No illegal alien may be employed by any Contractor for work on this project, and a penalty of $500.00 per day will be assessed for each day and for each illegal alien who works for the Contractor at this project. 2.10 Contractor's Buildings gencood m.Uapec The building of structures for housing workers, or the erection of tents or other forms of protection, will be permitted only at such places as the Engineer shall direct, and the sanitary conditions of the grounds in or about such structures shall at all times be maintained in a manner satisfactory to the Engineer. 2.11 Sanitation Necessary sanitary conveniences for the use of laborers on the work, properly secluded from public observation, shall be constructed and maintained by the Contractor in such manner and at such points as shall be approved by the Engineer, and their use shall be strictly enforced. 2.12 Shop Drawings The Contractor shall submit to the Engineer, with such promptness as to cause no delay in his own work or in that of any other Contractor, four (4) checked copies, unless otherwise specified, of all shop and /or setting drawings and schedules required for the work of the various trades, and the Engineer shall pass upon them with reasonable promptness, making desired corrections. The Contractor shall make any corrections required by the Engineer, file with him two (2) corrected copies and furnish such other copies as may be needed. The Engineer's review of such drawings or schedules shall not relieve' the Contractor from responsibility for deviations from drawings or specifications, unless he has in writing called the Engineer's attention to such deviations at the time of submission, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. It shall be the Contractor's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform GC -9 geocood.mzNeptt the required contract work in accordance with the plans and specifications and within the contract time. Such review by the Engineer shall be for the sole purpose of determining the general conformity of said shop drawings or schedules to result in finished improvements in conformity with the plans and specifications, and shall not relieve the Contractor of his duty as an independent contractor as previously set forth, it being expressly understood and agreed that the Engineer does not assume any duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in relation to the safety of either person or property during Contractor's performance hereunder. 2.13 Preliminary Approval The Engineer shall not have the power to waive the obligations of this contract for the furnishing by the Contractor of good material, and of his performing good work as herein described, and in full accordance with the plans and specifications. No failure or omission of the Engineer to discover, object to or condemn any defective work or material shall release the Contractor from the obligations to fully and properly perform the contract, including without limitations, the obligation to at once tear out, remove and properly replace the same at any time prior to final acceptance upon the discovery of said defective work or material; provided, however, that the Engineer shall, upon request of the Contractor, inspect and accept or reject any material furnished, and in event the material has been once accepted by the Engineer, such acceptance shall be binding on the Owner, unless it can be clearly shown that such material furnished does not meet the specifications for this work. Any questioned work may be ordered taken up or removed for re- examination, by the Engineer, prior to final acceptance, and if found not in accordance with the plans and /or specifications for said work, all expense of removing, re- examination and replacement shall be borne by the Contractor, otherwise the expense thus incurred shall be allowed as Extra Work, and shall be paid for by the Owner; provided that, where inspection or 'approval is specifically required by the specifications prior to performance of certain work, should the Contractor proceed with such work without requesting prior inspection or approval he shall bear all expense of taking up, removing, and replacing this work if so directed by the Engineer. 2.14 Defects and Their Remedies It is further agreed that if the work or any part thereof, or any material brought on the site of the work for use in the work or selected for the same, shall be deemed by the Engineer as unsuitable or not in conformity with the plans, specifications, or the intent thereof, the Contractor shall after receipt of written notice thereof from the Engineer, GC -10 forthwith remove such material and rebuild or otherwise remedy such work so that it shall be in full accordance with this contract. 2.15 Changes and Alterations grncond.met/epa The Contractor further agrees that the Owner may make such changes and alterations as the Owner may see fit, in the line, grade, form, dimensions, plans or materials for the work herein contemplated, or any part thereof, either before or after the beginning of the construction, without affecting the validity of this contract and the accompanying Performance and Payment Bonds. If such changes or alterations diminish the quantity of the work to be done, they shall not constitute the basis for a claim for damages, or anticipated profits on the work that may be dispensed with, except as provided for unit price items under Section 5 "Measurement and Payment ". If the amount of work is increased, and the work can fairly be classified under the specifications, such increase shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this contract, except as provided for unit price items under Section 5 "Measurement and Payment "; otherwise, such additional work shall be paid for as provided under Extra Work. In case the Owner shall make such changes or alterations as shall make useless any work already done or material already furnished or used in said work, then the Owner shall recompense the Contractor for any material or labor so used, and for any actual loss occasioned by such change, due to actual expense incurred in preparation for the work as originally planned. 2.16 Inspectors The Engineer may provide one (or more) field inspectors at the work site for the limited purpose of observing the work in progress and reporting back to the Engineer on the extent, nature, manner and performance of the work so that the Engineer may more effectively perform his duties hereunder. Such inspectors may also communicate between Engineer and Contractor their respective reports, opinions, questions, answers and clarifications concerning the plans, specifications and work but shall not be deemed the agent of the Contractor for all purposes in communicating such matters. Such inspector may confer with the Contractor or Contractor's superintendent concerning the prosecution of the work and its conformity with the plans and specifications but shall never be, in whole or part, responsible for, charged with, nor shall he assume, any authority or responsibility for the means, methods or manner of completing the work or of the superintendence of the work or of the Contractor's employees. It is expressly understood and agreed that any such inspector is not authorized by the Engineer or Owner to independently act for either or answer on behalf of either, any inquiries of the Contractor concerning the plans, specifications or work. No inspector's opinion; advice; interpretation of the plans or specifications of this contract; apparent or express approval of the means, methods or manner of Contractor's performance of work in progress or GC -11 completed; or discovery or failure to discover or object to defective work of materials shall release Contractor from his duty to complete all work in strict accordance with the plans and specifications or stop the Owner or Engineer from requiring that all work be fully and properly performed including, if necessary, removal of defective or otherwise unacceptable work and the re -doing of such work. 3. General Obligations and Responsibilities 3.01 Keeping of Plans and Specifications Accessible The Engineer shall furnish the Contractor with an adequate and reasonable number of copies of all plans and specifications without expense to him and the Contractor shall keep one (1) copy of the same constantly accessible on the work, with the latest revisions noted thereon. 3.02 Ownership of Drawings gencond maVepec All drawings, specifications and copies thereof furnished by the Engineer shall not be reused on other work, and, with the exception of the signed contract sets, are to be returned to him on request, at the completion of the work. All models are the property of the Owner. 3.03 Adequacy of Design It is understood that the Owner believes it has employed competent engineers and designers. It is therefore agreed that the Owner shall be responsible for the adequacy of the design, sufficiency of the Contract Documents, the safety of the structure and the practicability of the operations of the completed project; provided the Contractor has complied with the requirements of the said Contract Documents, all approved modifications thereof, and additions and alterations thereto approved in writing by the Owner. The burden of proof of such compliance shall be upon the Contractor to show that he has complied with the said requirements of the Contract Documents, approved modification thereof and all approved additions and alterations thereto. 3.04 Right of Entry The Owner reserves the right to enter the property or location of which the works herein contracted for are to be constructed or installed, by such agent or agents as he may elect, for the purpose of inspecting the work, or for the purpose of constructing or installing such collateral work as said Owner may desire. GC -12 3.05 Collateral Contracts gencond msUspec The Owner agrees to provide by separate contract or otherwise, all labor and material essential to the completion of the work specifically excluded from this contract, in such manner as not to delay the progress of the work, or damage said Contractor, except where such delays are specifically mentioned elsewhere in the Contract Documents. The Owner will attempt to coordinate the collateral work of utility companies regulated by City franchises, but the City shall not be responsible for delays or other damages to the Contractor which may result from their acts or omissions. 3.06 Discrepancies and Omissions The Contractor shall provide written notice to the Engineer of any omissions or discrepancies found in the contract. It is further agreed that it is the intent of this contract that all work must be done and all material must be furnished in accordance with the generally accepted practice for construction, and in the event of any discrepancies between the separate contract documents, the priority of interpretation defined under "Contract Documents" shall govern. In the event that there is still any doubt as to the meaning and intent of any portion of the contract, specifications or drawings, the Engineer shall define which is intended to apply to the work. 3.07 Equipment, Materials and Construction Plant The Contractor shall be responsible for the care, preservation, conservation, and protection of all materials, supplies, machinery, equipment, tools, apparatus, accessories, facilities, all means of construction, and any and all parts of the work, whether the Contractor has been paid, partially paid, or not paid for such work, until the entire work is completed and accepted. 3.08 Damages In the event the Contractor is damaged in the course of completion of the work by the act, neglect, omission, mistake or default of the Owner or Engineer, thereby causing loss to the Contractor, the Owner agrees that he will reimburse the Contractor for such loss. In the event the Owner is damaged in the course of the work by the act, negligence, omission, mistake or default of the Contractor, or should the Contractor unreasonably delay the progress of the work being done by others on the job so as to cause loss for which the Owner becomes liable, then the Contractor shall reimburse the Owner for such loss. 3.09 Protection Against Accident to Employees and the Public The Contractor shall at all times exercise reasonable precautions for the safety of employees and others on or near the work and shall comply with all applicable provisions GC -13 gcncond.mu,px of Federal, State, and Municipal safety laws and building and construction codes. All machinery and equipment and other physical hazards shall be guarded in accordance with the "Manual of Accident Prevention in Construction" of the Associated General Contractors of America except where incompatible with Federal, State, or Municipal laws or regulations. The Contractor shall provide such machinery guards, safe walkways, ladders, bridges, gangplanks, and other safety devices. The safety precautions actually taken and their adequacy shall be the sole responsibility of the Contractor, acting at his discretion as an independent contractor. In the event there is an accident involving injury to any individual on or near the work, the Contractor shall immediately notify the Owner and Engineer of the event and shall be responsible for recording the location of the event and the circumstances surrounding the event through photographs, interviewing witnesses, obtaining of medical reports and other documentation that defines the event. Copies of such documentation shall be provided to the Owner and the Engineer for their records. 3.10 Performance and Payment Bonds Unless otherwise specified, it is further agreed by the Parties to the Contract that the Contractor will execute separate performance and payment bonds, each in the sum of one hundred (100 %) percent of the total contract price, in standard forms for this purpose, guaranteeing faithful performance of the work and the fulfillment of any guarantee required, and further guaranteeing payment to all persons supplying labor and materials or furnishing him any equipment in the execution of the Contract. If the contract price is less that $50,000.00, a letter of credit may be furnished in lieu of a performance bond. It is agreed that the Contract shall not be in effect until such performance bond or letter of credit, and payment bond are furnished and approved by the owner. Unless otherwise specified, the cost of the premium for the performance bond or letter of credit, and payment bond shall be included in the price bid by the Contractor for the work under this Contract, and no extra payment for such bond or letter of credit will be made by the Owner. Unless otherwise approved in writing by the Owner, the surety company underwriting the bonds or letter of credit shall be acceptable according to the latest list of companies holding certificates of authority from the Secretary of the Treasury of the United States and shall be licensed to write such bonds or letters of credit in the State of Texas. 3.11 Losses from Natural Causes Unless otherwise specified, all loss or damage to the Contractor arising out of the nature of the work to be done, or from the action of the elements, or from any unforeseen circumstance in the prosecution of the same, or from unusual obstructions or difficulties which may be encountered in the prosecution of the work, shall be sustained and borne GC -14 3.12 Protection of Adjoining Property 3.13 Protection Against Claims of Subcontractors, Laborers, Materialmen and Furnishers of Machinery, Equipment and Supplies 3.14 Protection Against Royalties or Patented Invention The Contractor shall pay all royalties and license fees, and shall provide for the use of any design, device, material or process covered by letter patent or copyright by suitable legal agreement with the patentee or owner. The contractor shall defend all suits or claims for infringement of any patent or copyright rights and shall indemnify and save the Owner and Engineer harmless from any loss on account thereof, except that the Owner shall defend all such suits and claims and shall be responsible for all such loss when a particular design, device, material or process or the product of a particular manufacturer or manufacturers is specified or required by the Owner; provided, however, geacond msJepee by the Contractor at his own cost and expense. The said Contractor shall take proper means to protect the adjacent or adjoining property or properties in any way encountered, which might be injured or seriously affected by any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction; and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjoining property. The Contractor agrees to indemnify, save and hold harmless the Owner and Engineer against any claim or claims for damages due to any injury to any adjacent or adjoining property, arising or growing out of the performance of the contract regardless of whether or not it is caused in part by a party indemnified hereunder, but any such indemnity shall not apply to any claim of any kind arising solely out of the existence or character of the work. The Contractor agrees that he will indemnify and save the Owner and Engineer harmless from all claims growing out the lawful demands of Subcontractors, laborers, workers, mechanics, materialmen and furnishers of machinery and parts thereof, equipment, power tools, and all supplies, including commissary, incurred in the furtherance of the performance of this contract. When so desired by the Owner, Contractor shall furnish satisfactory evidence that all obligations of the nature hereinabove designated have been paid, discharged or waived. If the Contractor fails to do so, then the Owner may at the option of the Contractor either pay directly any unpaid bills, of which the Owner has written notice, or withhold from the Contractor's unpaid compensation a sum of money deemed reasonably sufficient to liquidate any and all such lawful claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payments to the Contractor shall be resumed in full, in accordance with the terms of this contract, but in no event shall the provisions of this sentence be construed to impose any obligation upon the Owner by either the Contractor or his Surety. GC -15 if choice of altemate design, device, material or process is allowed to the Contractor, then Contractor shall indemnify and save Owner harmless form any loss on account' thereof. If the material or process specified or required by the Owner is known by the Contractor to be an infringement, the Contractor shall be responsible for such loss unless he promptly gives such information to the Owner. 3.15 Laws and Ordinances The Contractor shall at all times observe and comply with all Federal, State and local laws, ordinance and regulations, which in any manner affect the contract or the work, and shall indemnify and save harmless the Owner and Engineer against any claim arising from the violation of any such laws, ordinances, and regulations whether by the Contractor or his employees, except where such violations are called for by the provisions of the Contract Documents. If the Contractor observes that the plans and specifications are at variance therewith, he shall promptly notify the Engineer in writing, and any necessary changes shall be prepared as provided in the contract for changes in the work. If the Contractor performs any work knowing it to be contrary to such laws, ordinances, rules and regulations, and without such notice to the Engineer, he shall bear all costs arising therefrom. In case the Owner is a body politic and corporate, the law from which it derives its powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions under which the Owner may enter into cc : fact, shall be controlling, and shall be considered as part of this contract, to the sam , ect as though embodied herein. 3.16 Assignment and Subletting gencoud.mg/spee The Contractor further agrees that he will retain personal control and will give his personal attention to the fulfillment of this contract and that he will not assign by Power of Attorney, or otherwise, or sublet said contract without the written consent of the Engineer, and that no part or feature of the work will be sublet to anyone objectionable to the Engineer or the Owner. The Contractor further agrees that the subletting of any portion or feature of the work, or materials required in the performance of this contract, shall not relieve the Contractor from his full obligations to the Owner, as provided by this Agreement. 3.17 Indemnification The Contractor shall defend, indemnify and hold harmless the Owner and the Engineer and their respective officers, agents and employees, from and against all damages, claims, losses, demands, suits, judgements and costs, including reasonable attorneys' fees and expenses, arising out of or resulting from the performance of the work, provided that any such damages, claim, loss, demand, suit, judgment, cost or expense: GC -16 gcncond.mstlepec 1. Is attributable to bodily injury, sickness, disease or death to any person including Contractor's employees and any Subcontractor's employees and any Sub - Subcontractor's employees or to injury to or destruction of tangible property including Contractor's property (other than the work itself) and the property of any Subcontractor of Sub - Subcontractor including the loss of use resulting therefrom; and, 2. Is caused in whole or in part by any intentional or negligent act or omission of the Contractor, any Subcontractor, any Sub - subcontractor or anyone directly or indirectly employed by any one of them or anyone for whose acts any of them may be liable, regardless of whether or not it is caused in part by a party indemnified hereunder. The obligation of the Contractor under this Paragraph shall not extend to the liability of the Engineer, his agents or employees arising out of the preparation of maps, plans, reports, surveys, Change Orders, designs or specifications, or the approval of maps, plans, reports, surveys, Change Orders, designs or specifications or the issuance of or the failure to give directions or instructions by the Engineer, his agents or employees, provided such is the sole cause of the injury or damage. In any and all claims against the Owner or the Engineer or any of their agents or employees by any employee of the Contractor, any Subcontractor, any Sub - Subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable, the indemnification obligation under Paragraph 3.17 shall not be limited in any way by any limitation on the amount or type of damages, compensation or benefits payable by or for the Contractor or any Subcontractor or Sub - Subcontractor under workmen's compensation acts, disability benefit acts or other employee benefit acts. 3.18 Insurance The Contractor shall vary insurance as follows for the duration of this contract. A. Statutory Workmen's Compensation. B. Comprehensive General Liability Insurance with minimum Bodily Injury limits of $300,000 for each occurrence including like coverage for acts and omissions of Subcontractors and contractual liability coverage. C. Property Damage Insurance with minimum limits of $50,000 for each occurrence including like coverage for acts and omissions of Subcontractors and contractual liability coverage. GC -17 geacoad.msUspec D. Automobile Liability Insurance for all owned, non - owned, and hired vehicles with minimum limits for Bodily Injury of $100,000 for each person and $300,000 for each occurrence and Property Damage minimum limits of $50,000 for each occurrence. Contractor shall require subcontractors to provide Automobile Liability Insurance with same minimum limits. The Contractor shall not commence work at the site under this contract until he has obtained all required insurance and until such insurance has been approved by the Owner and Engineer. The Contractor shall not allow any Subcontractors to commence work until all insurance required has been obtained and approved. Approval of the insurance by the Owner and Engineer shall not relieve or decrease the liability of the contractor hereunder. The required insurance must be written by a company licensed to do business in Texas at the time the policy is issued. In addition, the company must be acceptable to the Owner and all insurance (other than Workmen's compensation) shall be endorsed to include the Owner as an additional insured thereunder. The Contractor shall not cause any insurance to be cancelled nor permit any insurance to lapse. All insurance certificates shall include a clause to the effect that the policy shall not be cancelled or reduced, restricted or limited until ten (10) days after the Owner has received written notice as evidenced by return receipt of registered or certified letter. Certificates of Insurance shall contain transcripts from the proper office of the insurer, evidencing in particular those insured, the extent of the insurance, the location and the operations to which the insurance applies, the expiration date, and the above mentioned notice of cancellation clause. 3.19 Final Clean -up Upon the completion of the work and before acceptance and final payment will be made, the Contractor shall clean and remove from the site of the work, surplus and discarded materials, temporary structures and debris of every kind. He shall leave the site of the work in a neat and orderly condition at least equal to that which originally existed. Surplus and waste materials removed from the site of the work shall be disposed of at locations satisfactory to the Engineer. In the event Contractor fails or refuses to clean and remove surplus materials and debris as above provided, the Owner or Engineer may do so, or cause same to be done, at the Contractor's expense and the reasonable cost thereof shall be deducted from the final payment. 3.20 Guarantee Against Defective Work The contractor warrants the materials and workmanship and that the work is in GC -18 3.21 Testing of Materials gcncond.mst/spcc conformance with the plans and specifications included in this contract for a period of one year from the date of acceptance of the project. Said warranty binds the contractor to correct any work that does not conform with such plans and specifications or any defects in workmanship or materials furnished under this contract which may be discovered within the said one year period. The Contractor shall at his own expense correct such defect within thirty days after receiving written notice of such defect from the Owner or Engineer by repairing same to the condition called for in the contract documents and plans and specifications. Should the Contractor fail or refuse to repair such defect within the said thirty day period or to provide acceptable assurances that such repair work will be completed within a reasonable time thereafter, the Owner may repair or cause to be repaired any such defect at the Contractor's expense. Unless otherwise specified, testing of all materials to be incorporated into the project will be as directed by the Engineer at the expense of the Owner. All retesting for work rejected on the basis of test results will be at the expense of the Contractor and the extent of the retesting shall be determined by the Engineer. The Engineer may require additional testing for failing tests and may require two passing retests before acceptance will be made by the Owner. The testing laboratory will be designated by the Owner. All materials to be incorporated into the project must meet the requirements of these specifications. For manufactured materials such as reinforcing steel, expansion joint materials, concrete pipe, cement, miscellaneous steel, cast iron materials, etc., the Contractor will be required to furnish a manufacturer's certificate stating that the material meets the requirements specified for this project. 3.22 Wage Rates Contractors are required to pay the prevailing wage rates to laborers, workmen and mechanics employed on behalf of the city engaged in the construction of public works. The wage rate for these jobs shall be the general prevailing wage rates for work of a similar character. This applies to contractors and subcontractors. The contractor and subcontractors shall keep and make available records of workers and their wages. Prevailing wage rates are published by the U. S. Department of Labor, Bureau of Labor Statistics, Southwestern Division and the Texas Employment Commission for the Austin Job Bank Area. The wage rate shall not be less than the minimum wage rates set by the U. S. Department of Labor, Employment Standards Administration, Wage and Hour Division. There is penalty of $10.00 per worker per day or portion of a day that the prevailing wage rate is not paid by the contractor or any subcontractor. GC -19 4. Prosecution and Progress 4.01 Time and Order of Completion grnco. d msV.pa It is the meaning and intent of this contract, unless otherwise herein specifically provided, that the Contractor shall be allowed to prosecute his work at such times and seasons, in such order of precedence, and in such manner as shall be most conducive to economy of construction; provided, however, that the order and the time of prosecution shall be such that the work shall be substantially completed as a whole and in part, in accordance with this contract, the plans and specifications, and within the time of completion designated in the Proposal: provided, also, that when the Owner is having other work done, either by contract or by his own force, the Engineer may direct the time and manner of constructing the work done under this contract, so that conflict will be avoided and the construction of the various works being done for the Owner shall be harmonized. The Contractor shall submit, at such times as may reasonably be requested by the Engineer, schedules which shall show the order in which the Contractor proposes to carry on the Work, with dates at which the Contractor will start the several parts of the work, and estimated dates of completion of the several parts. 4.02 Extension of Time Should the Contractor be delayed in the completion of the work by any act or neglect of the Owner or Engineer, or of any employee of either, or by other contractors employed by the Owner, or by changes ordered in the work, or by strikes, lockouts, fires, and unusual delays by common carriers, or unavoidable cause or causes beyond the Contractor's control, or by any cause which the Engineer shall decide justifies the delay, then an extension of time shall be allowed for completing the work, sufficient to compensate for the delay, the amount of the extension to be determined by the Engineer, provided, however, that the Contractor shall give the Engineer prompt notice in writing of the cause of such delay. Adverse weather conditions will not be justification for extension of time on "Calendar Days" contracts. 4.03 Hindrances and Delays No claims shall be made by the Contractor for damages resulting from hindrances or delays from any cause (except where the work is stopped by order of and for the convenience of the Owner) during the progress of any portion of the work embraced in this contract. In case said work shall be stopped by the act of the Owner, then such expense as in the judgment of the Engineer is caused by such stoppage of said work shall be paid by the Owner to the Contractor. GC -20 5. Measurement and Payment 5.01 Quantities and Measurements grncond.methpx No extra or customary measurements of any kind will be allowed, but the actual measured and /or computed length, area, solid contents, number and weight only shall be considered, unless otherwise specifically provided. 5.02 Estimated Quantities This agreement, including the specifications, plans and estimate, is intended to show clearly all work to be done and material to be furnished hereunder. Where the estimated quantities are shown for the various classes of work to be done and material to be furnished under this contract, they are approximate and are to be used only as a basis for estimating the probable cost of the work and for comparing the proposals offered for the work. It is understood and agreed that the actual amount of work to be done and material to be furnished under this contract may differ somewhat from these estimates, and that where the basis for payment under this contract is the unit price method, payment shall be for the actual amount of such work done and material furnished. Where payment is based on the unit price method, the Contractor agrees that he will make no claim for damages, anticipated profits or otherwise on account of any differences which may be found between the quantities of work actually done, the material actually furnished under this contract and the estimated quantities contemplated and contained in the proposal; provided, however, that in case the actual quantity of any major item should become as much as 20% more than, or 20% less than the estimated or contemplated quantity for such items, then either party to this Agreement, upon demand, shall be entitled to revised consideration upon the portion of the work above or below 20% of the estimated quantity. A "Major Item" shall be construed to be any individual bid item incurred in the proposal that has a total cost equal to or greater that five (5) percent of the total contract cost, computed on the basis of the proposal quantities and the contract unit prices. Any revised consideration is to be determined by agreement between the parties, otherwise by the terms of this Agreement, as provided under "Extra Work ". 5.03 Price of Work In consideration of the furnishing of all the necessary labor, equipment and material, and the completion of all work by the Contractor, and on the completion of all work and on the delivery of all material embraced in this Contract in full conformity with the . specifications and stipulations herein contained, the Owner agrees to pay the Contractor the prices set forth in the Proposal hereto attached, which has been made a part of this GC -21 5.04 Partial Payments geoeood.maUryee contract. The Contractor hereby agrees to receive such prices in full for furnishing all material and all labor required for the aforesaid work, also for all expense incurred by him, and for well and truly performing the same and the whole thereof in the manner and according to this Agreement. On or before the 1st day of each month, the Contractor shall submit to the Engineer a statement showing the total value of the work performed up to and including the 25th day of the preceding month. The statement shall also include the value of all sound materials delivered on the job site and to be included in the work and all partially completed work whether bid as a lump sum or a unit item which in the opinion of the Engineer is acceptable. The Engineer shall examine and approve or modify and approve such statement. The Owner shall then pay the Contractor on or before the 20th day of the current month the total amount of the approved statement, less 10 percent of the amount thereof, which 10 percent shall be retained until final payment, and further less all previous payments and all further sums that may by retained by the Owner under the terms of this Agreement. It is understood, however, that in case the whole work be near to completion and some unexpected and unusual delay occurs due to no fault or neglect on the part of the Contractor, and Owner may - upon written recommendation of the Engineer - pay a reasonable and equitable portion of the retained percentage to the Contractor; or the Contractor at the Owner's option, may be relieved of the obligation to fully complete the work and, thereupon, the Contractor shall receive payment of the balance due him under the contract subject only to the conditions stated under "Final Payment ". 5.05 Use of Completed Portions The Owner shall have the right to take possession of and use any completed or partially completed portions of the work, notwithstanding the time for completing the entire work or such portions may not have expired but such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the Contract Documents. If such prior use increases the cost of or delays the work, the Contractor shall be entitled to such extra compensation, or extension of time, or both, as the Engineer may determine. The Contractor shall notify the Engineer when, in the Contractor's opinion, the contract is "substantially completed" and when so notifying the Engineer, the Contractor shall furnish to the Engineer in writing a detailed list of unfinished work. The Engineer will review the Contractor's list of unfinished work and will add thereto such items as the Contractor has failed to include. The "substantial completion" of the structure or facility shall not excuse the Contractor from performing all of the work undertaken, whether of GC -22 a minor or major nature, and thereby completing the structure or facility in accordance with the Contract Documents. 5.06 Final Completion and Acceptance 5.07 Final Payment grno and meUepec Within ten (10) days after the Contractor has given the Engineer written notice that the work has been completed, or substantially completed, the Engineer and the Owner shall inspect the work and within said time, if the work be found to be completed in accordance with the Contact Documents, the Engineer shall issue to the Owner and the Contractor his Certificate of Completion, and thereupon it shall be the duty of the Owner to issue a Certificate of Acceptance of the work to the Contractor or to advise the Contractor in writing of the reason for non - acceptance. Upon the issuance of the Certificate of Completion, the Engineer shall proceed to make final measurements and prepare final statement for the value of all work performed and materials furnished under the terms of the Agreement and shall certify same to the Owner, who shall pay to the Contractor on or before the 30th day, and before the 35th day, after the date of the Certificate of Completion, the balance due the Contractor under the terms of this contract; and said payment shall become due in any event upon said performance by the Contractor. Neither the Certificate of Acceptance nor the final payment, nor any provision in the Contract Documents, shall relieve the Contractor of the obligation for fulfillment of any warranty which may be required. 5.08 Payments Withheld The Owner may, on account of subsequently discovered evidence, withhold or nullify the whole or part of any certificate to such extent as may be necessary to protect himself from loss on account of: a) Defective work not remedied or other obligations hereunder not done. b) Claims filed or reasonable evidence indicating probable filing of claims. c) Failure of the Contractor to make payments properly to subcontractors or for material or labor. d) Damage to the Owner or another contractor's work, material or equipment. e) Reasonable doubt that the work can be completed for the unpaid balance of the contract amount. GC -23 5.09 Delayed Payments 6. Extra Work and Claims 6.01 Change Orders gcodmwp f) Reasonable indication that the work will not completed within the contract time. g) Other causes affecting the performance of the contract. When the above grounds are removed or the Contractor provides a Surety Bond satisfactory to the Owner, which will protect the Owner in the amount withheld, payment shall be made for amounts withheld because of them. . Should the Owner fail to make payment to the Contractor of the sum named in any partial or final statement, when payment is due, then the Owner shall pay to the Contractor, in addition to the sum shown as due by such statement, interest thereon at the rate of 6% per annum, unless otherwise specified, from date due as provided under 'partial payments' and final 'payments,' until fully paid, which shall fully liquidate any injury to the Contractor growing out of such delay in payment. It is expressly agreed that delay by the Owner in making payment to the Contractor of the sum named in any partial or final statement shall not constitute a breach of this contract on the part of the Owner nor an abandonment thereof nor shall it to any extent or for any time relieve the Contractor of his obligations to fully and completely perform hereunder. Without invalidating this Agreement, the Owner may, at any time or from time to time, order additions, deletions or revisions to the work; such changes will be authorized by Change Order to be prepared by the Engineer for execution by the Owner and the Contractor. The Change Order shall set forth the basis for any change in contract price, as hereinafter set forth for Extra Work, and any change in contract time which may result from the change. In the event the Contractor shall refuse to execute a Change Order which has been prepared by the Engineer and executed by the Owner, The Engineer may in writing instruct the Contractor to proceed with the work as set forth in the Change Order and the Contractor may make claim against the Owner for Extra Work involved therein, as hereinafter provided. 6.02 Minor Changes The Engineer may authorize minor changes in the work not inconsistent with the overall intent of the Contract Documents and not involving an increase in Contract Price. If the GC -24 Contractor believes that any minor change or alteration authorized by the Engineer involves Extra Work and entitles him to an increase in the Contract Price, the Contractor shall make written request to the Engineer for a written Field Order. In such case, the Contractor by copy of his communication to the Engineer or otherwise in writing shall advise the Owner of his request to the Engineer for a written Field Order and that work involved may result in an increase in the Contract Price. Any request by the Contractor for a change in Contract Price shall be made prior to beginning the work covered by the proposed change. 6.03 Extra Work gencond mat/spec It is agreed that the basis of compensation to the Contractor for work either added or deleted by a Change Order or for which a claim for Extra Work is made shall be determined by the unit prices upon which this contract was bid to the extent such work can be fairly classified within the various work item descriptions and for work items that cannot be so classified by one or more of the following methods: Method (A) By agreed unit prices; or Method (B) By agreed lump sum; or Method (C) If neither Method (A) nor Method (B) be agreed upon before the Extra Work is commenced, then the Contractor shall be paid the "actual field cost" of the work, plus fifteen (15) percent. In the event said Extra Work be performed and paid for under Method (C), then the provisions of this paragraph shall apply and the "actual field cost" is hereby defined to include the cost to the Contractor of all workmen, such as foreman, timekeepers, mechanics and laborers, and materials, supplies, trucks, rentals on machinery and equipment, for the time actually employed or used on such Extra Work, plus' actual equipment, for the time actually employed or used on such Extra Work, plus actual transportation charges necessarily incurred, together with all power, fuel, lubricants, water and similar operating expenses, also all necessary incidental expenses incurred directly on account of such Extra Work, including Social Security, Old Age Benefits and other payroll taxes, and, a rateable proportion of premiums on Performance and Payment Bonds and Maintenance Bonds, Public Liability and Property Damage and Workmen's GC -25 Compensation, and all other insurance as may be required by any law or ordinance, or directed by the Owner, or by them agreed to. The Engineer may direct the form in which accounts of the "actual field cost" shall be kept and the records of these accounts shall be made available to the Engineer. The Engineer or Owner may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise these matters shall be determined by the Contractor. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using 100 per cent, unless otherwise specified, of the latest schedule of Equipment Ownership Expense adopted by the Associated General Contractors of America. Where practicable the terms and prices for the use of machinery and equipment shall be incorporated in the Written Extra Work Order. The fifteen (15%) percent of the "actual field cost" to be paid the Contractor shall cover and compensate him for his profit, overhead, general superintendence and field office expense, and all other elements of cost and expense not embraced within the "actual field cost" as herein defined, save that where the Contractor's Camp or Field Office must be maintained primarily on account of such Extra Work; then the cost to maintain and operate the same shall be included in the "actual field cost." No claim for Extra Work of any kind will be allowed unless ordered in writing by the Engineer. In case any orders or instructions, either oral or written, appear to the Contractor to involve Extra Work for which he should receive compensation or an adjustment in the construction time, he shall make written request to the Engineer for written order authorizing such Extra Work. Should a difference of opinion arise as to what does or does not constitute Extra Work, or as to the payment therefor, and the Engineer insists upon its performance, the Contractor shall proceed with the work after making written request for written order and shall keep an accurate account of the "actual field cost" thereof, as provided under Method (C). The Contractor will thereby preserve the right to submit the matter of payment to arbitration, as hereinbelow provided. 6.04 Time of Filing Claims gcncond msUspcc It is further agreed by both parties hereto that all questions of dispute or adjustment presented by the Contractor shall be in writing and filed with the Engineer within thirty (30) days after the Engineer has given any directions, order or instruction to which the Contractor desires to take exception. The Engineer shall reply within thirty (30) days to such written exceptions by the Contractor and render his final decision in writing. In case the Contractor should appeal from the Engineer's decision, any demand for arbitration shall be filed with the Engineer and the Owner in writing within ten (10) days after the date of delivery to Contractor of the Engineer's final decision. It is further agreed that final acceptance of the work by the Owner and the acceptance by the Contractor of the final payment shall be a bar to any claims by either party, except claims by Owner for defective work or enforcement of warranties and except as noted otherwise in the contract documents. GC -26 6.05 Continuing Performance The Contractor shall continue performance of the contract during all disputes or disagreements with the Owner. The production or delivery of goods, the furnishing of services and the construction of projects or facilities shall not be delayed, prejudiced or postponed pending resolution of any disputes or disagreements, except as the Owner may otherwise agree in writing. 6.06 Arbitration geaeond.mst/spee All questions of dispute under this Agreement shall be submitted to arbitration at the request of either party to the dispute. The parties may agree upon one arbiter, otherwise, there shall be three, one named in writing by each party, and the third chosen by the two arbiters so selected; or if the arbiters fail to select a third within ten (10) days, he shall be chosen by a District Judge serving the County in which the major portion of the project is located, unless otherwise specified. Should the party demanding arbitration fail to name an arbiter within ten (10) days of the demand, his right to arbitrate shall lapse, and the decision of the Engineer shall be final and binding on him. Should the other par y fail to choose an arbiter within ten. (10) days, the Engineer shall appoint such art ter. Should either party refuse or neglect to supply the arbiters with any papers or in ' mation demanded in writing, the arbiters are empowered by both parties to take ex pr t proceedings. T arbiters shall act with promptness. The decision of any two shall be binding on both a :ties to the contract. The decision of the arbiters upon any questions submitted to a nation under this contract shall be a condition precedent to any right of legal action. .e decision of the arbiter or arbiters may be filed in court to carry it into effect. he arbiters, if they deem the case demands it, are authorized to award the party whose contention is sustained, such sums as they deem proper for the time, expense and trouble incident to the appeal, and if the appeal was taken without reasonable cause, they may award damages for any delay occasioned thereby. The arbiters shall fix their own compensation unless otherwise provided by agreement, and shall assess the cost and charges of the arbitration upon either or both parties. The award of the arbiters must be made in writing. 7. Abandonment of Contract 7.01 Abandonment by Contractor In case the Contractor should abandon and fail or refuse to resume work within ten (10) days after written notification from the Owner, or the Engineer, or if the Contractor fails GC -27 grncood mWepx to comply with the orders of the Engineer, when such orders are consistent with the Contract Documents, then, and in that case, where performance and payment bonds exist, the Sureties on these bonds shall be notified in writing and directed to complete the work, and a copy of said notice shall be delivered to the Contractor. After receiving said notice of abandonment the Contractor shall not remove from the work any machinery, equipment, tools, materials or supplies then on the job, but the same, together with any materials and equipment under contract for the work, may be held for use on the work by the Owner or the Surety on the performance bond, or another contractor in completion of the work; and the Contractor shall not receive any rental or credit therefor (except when used in connection with Extra Work, where credit shall be allowed as provided for under Section 6, Extra Work and Claims), it being understood that the use of such equipment and materials will ultimately reduce the cost to complete the work and be reflected in the final settlement. Where there is no performance bond provided or in case the Surety should fail to commence compliance with the notice for completion hereinbefore provided for, within ten (10) days after service of such notice, then the Owner may provide for completion of the work in either of the following elective manners: (1) The Owner may thereupon employ such force of men and use such machinery, equipment, tools, materials and supplies as said Owner may deem necessary to complete the work and charge the expense of such labor, machinery, equipment, tools, materials and supplies to said Contractor, and expense so charged shall be deducted and paid by the Owner out of such moneys as may be due, or that may thereafter at any time become due to the Contractor under and by virtue of this Agreement. In case such expense is less than the sum which would have been payable under this contract, if the same had been completed by the Contractor, then said Contractor shall receive the difference. In case such expense is greater than the sum which would have been payable under this contract,. if the same had been completed by said Contractor, then the Contractor and /or his Surety shall pay the amount of such excess to the Owner, or (2) The Owner under competitive bids, taken after notice published as required by law, may let the contract for the completion of the work under substantially the same terms and conditions which are provided in this contract. In case there is any increase in cost to the Owner under the new contract as compared to what would have been the cost under this contract, such increase shall be charged to the Contractor and the Surety shall be and remain bound therefor. However, should the cost to complete any such contract prove to be less than would have been the cost to complete under this contract, the Contractor and /or his Surety shall be credited therewith. GC -28 When the work shall have been substantially completed the Contractor and his Surety shall be so notified and Certificates of Completion and Acceptance, as provided in Paragraph 5.06 hereinabove, shall be issued. A complete itemized statement of the contract accounts, certified to by the Engineer as being correct, shall then be prepared and delivered to the Contractor and his Surety, whereupon the Contractor and /or his Surety, or the Owner as the case may be, shall pay the balance due as reflected by said statement, within fifteen (15) days after the date of such Certificate of Completion. In the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the Owner had the work been completed by the Contractor under the terms of this contract; or when the Contractor and /or his Surety shall pay the balance shown to be due by them to the owner, then all machinery, equipment, tools, materials or supplies left on the site of the work shall be turned over to the Contractor and /or his Surety. Should the cost to complete the work exceed the contract price, and the Contractor and /or his Surety fail to pay the amount due the Owner within the time designated hereinabove, and there remains any machinery, equipment, tools, materials or supplies on the site of the work, notice thereof, together with an itemized list of such equipment and materials, shall be mailed to the Contractor and his Surety at the respective addresses designated in this contract, provided, however, that actual written notice given in any manner will satisfy this condition. After mailing, or other giving of such notice, such property shall be held at the risk of the Contractor and his Surety subject only to the duty of the Owner to exercise ordinary care to protect such property. After fifteen (15) days from the date of said notice the Owner may sell such machinery, equipment, tools, materials or supplies and apply the net sum derived from such sale to the credit of the Contractor and his Surety. Such sale may be made at either public or private sale, with or without notice, as the Owner may elect. The Owner shall release any machinery, equipment, tools, materials, or supplies, which remain on the work, and belong to persons other than the Contractor or his Surety, to their proper owners. The books on all operations provided herein shall be opened to the Contractor and his Surety. 7.02 Abandonment by Owner gcnctmd m,Vapec In case the Owner shall fail to comply with the terms of this contract, and should fail to comply with said terms within ten (10) days after written notification by the Contractor, then the Contractor may suspend or wholly " abandon the work, and may remove therefrom all machinery, tools and equipment, and all materials on the site of work that have not been included in payments to the Contractor and have not been wrought into the work. And thereupon the Engineer shall make an estimate of the total amount earned by the Contractor, which estimate shall include the value of all work actually completed by said Contractor (at the prices stated in the attached proposal where unit prices are used), the value of all partially completed work at a fair and equitable price, and the amount of all Extra Work performed at the prices agreed upon, or provided for by the terms of this contract, and a reasonable sum to cover the cost of any provisions made by GC -29 S. Subcontractors 8.01 Award of Subcontracts for Portions of the Work gencond mst/spec the Contractor to carry the whole work to completion and which cannot be utilized. The Engineer shall then make a final statement of the balance due the Contractor by deducting from the above estimate all previous payments by the Owner and all other sums that may be retained by the Owner under the terms of this Agreement and shall certify same to the Owner who shall pay to the Contractor on or before thirty (30) days after the date of the notification by the Contractor the balance shown by said final statement as due the Contractor, under the terms of this Agreement. Unless otherwise specified in the Contract Documents or in the Instructions to Bidders, the Contractor, as soon as practicable after the award of the Contract, shall furnish to the Engineer in writing for acceptance by the Owner and the Engineer a list of the names of the Subcontractors proposed for the principal portions of the work. The Engineer shall promptly notify the Contractor in writing if either the Owner or the Engineer, after due investigation, has reasonable objection to any Subcontractor on such list and does not accept him. Failure of the Owner or Engineer to make objection promptly to any Subcontractor on the list shall constitute acceptance of such Subcontractor. The Contractor shall not contract with any Subcontractor or any person or organization (including those who are to furnish materials or equipment fabricated to a special design) proposed for portions of the work designated in the Contract Documents or in the Instructions to Bidders or, if none is so designated, with any Subcontractor proposed for the principal portions of the work who has been rejected by the Owner and the Engineer. The Contractor will not be required to contract with any Subcontractor or person or organization against whom he has a reasonable objection. If the Owner or Engineer refuses to accept any Subcontractor or person or organization on a list submitted by the Contractor in response to the requirements of the Contract Documents or the Instructions to Bidders, the Contractor shall submit an acceptable substitute and the Contract amount shall be increased or decreased by the difference in cost occasioned by such substitution and an appropriate change order shall be issued; however, no increase in the Contract amount shall be allowed for any such substitution unless the Contractor has acted promptly and responsively in submitting for acceptance any list or lists of names as required by the Contract Documents or the Instructions to Bidders. If the Owner or the Engineer requires a change of any proposed Subcontractor or person or organization previously accepted by them, the Contract amount shall be increased or decreased by the difference in cost occasioned by such change and an appropriate Change Order shall be issued. GC -30 gemmd.msu.pm The Contractor shall not make any substitution for any Subcontractor or person or organization who has been accepted by the Owner and the Engineer, unless the substitution is acceptable to the Owner and the Engineer. 8.02 Subcontractual Relations All work performed for the Contractor by a Subcontractor shall be pursuant to an appropriate written agreement between the Contractor and the Subcontractor (and where appropriate between Subcontractors and Sub - subcontractors) which shall contain provisions that: (1) preserve and protect the rights of the Owner and Engineer under the Contract with respect to the work to be performed under the subcontract so that the subcontracting thereof will not prejudice such rights; (2) require that such work be performed in accordance with the requirements of the Contract Documents; (3) require submission to the Contractor of the applications for payment under each subcontract to which the Contractor is a party, in reasonable time to enable the Contractor to apply for payment in accordance with this contract; (4) require that all claims for additional costs, extensions of time, damages for delays or otherwise with respect to subcontracted portions of the work shall be submitted to the Contractor (via any Subcontractor or Sub - subcontractor where appropriate) in sufficient time so that the Contractor may comply in the manner provided in the Contract Documents for like claims by the Contractor upon the Owner; (5) obligate each subcontractor specifically to consent to the provisions of this section. A copy of all such Subcontract Agreements shall be filed by the Contractor with the Engineer before the Subcontractor shall be allowed to commence work. 8.03 Payments to Subcontractors The Contractor shall pay each Subcontractor, upon receipt of payment from the Owner, an amount directly based upon the value of the work performed and allowed to the Contractor on account of such Subcontractor's work, less the percentage retained from payments to the Contractor. The Contractor shall also require each Subcontractor to make similar payments to his subcontractors. If the Engineer fails to approve a payment for any cause which is the fault of the Contractor and not the fault of a particular Subcontractor, the Contractor shall pay the Subcontractor on demand, made at any time after the Certificate for Payment should otherwise have been issued, for his work to the extent completed, less the retained GC -31 percentage. The Engineer may, on request and at his discretion, furnish to any Subcontractor, if practicable, information regarding percentages of completion certified to the Contractor on account of work done by such Subcontractors. Neither the Owner nor the Engineer shall have any obligation to pay or to see to the payment of any moneys to such Subcontractor except as may otherwise be required. 9. Separate Contracts 9.01 Owner's Right to Award Separate Contracts The Owner reserves the right to award other contracts in connection with other portions of the project under these or similar conditions of the Contract. When separate contracts are awarded for different portions of the Project, "The Contractor" in the contract documents in each case shall be the contractor who signs each separate contract. 9.02 Mutual Responsibility of Contractors grnco"d.m.✓,pee The Contractor shall afford other contractors reasonable opportunity for the introduction and storage of their materials and equipment and the execution of their work, and shall properly connect and coordinate his work with theirs. If any part of the Contractor's work depends for proper execution or results upon the work of any other separate contractor, the Contractor shall inspect and promptly report to the Engineer any apparent discrepancies or defects in such work that render it unsuitable for such proper execution and results. Failure of the Contractor to so inspect and report shall constitute an acceptance of the other contractor's work as fit and proper to receive his Work, except as to defects which may develop in the other separate contractor's work after the execution of the Contractor's Work. Should the Contractor cause damage to the work or property of any separate contractor on the project, the Contractor shall, upon due notice, settle with such other contractor by agreement or arbitration, if he will so settle. If such separate contractor sues the Owner or initiates an arbitration proceeding on account of any damage alleged to have been so sustained, the Owner shall notify the Contractor who shall defend such proceedings at the Contractor's expense, and if any judgment or award against the Owner arises therefrom the Contractor shall pay or satisfy it and shall reimburse the Owner for all attorney's fees and court or arbitration costs which the Owner has incurred. GC -32 9.03 Cutting and Patching under Separate Contracts The Contractor shall be responsible for any cutting, fitting and patching that may be required to complete his work except as otherwise specifically provided in the Contract Documents. The Contractor shall not endanger any work of any other contractors by cutting, excavating or otherwise altering any work and shall not cut or alter the work of any other contractor except with the written consent of the Engineer. Any costs caused by defective or ill -timed work shall be borne by the party responsible therefor. 10. Protection of Persons and Property 10.01 Safety Precautions and Programs The Contractor shall be responsible for initiating, maintaining and supervising all safety precautions and programs in connection with the work. 10.02 Safety of Persons and Property gacood.m.t/.p The Contractor shall take all reasonable precautions for the safety of, and shall provide all reasonable protection to prevent damage, injury, or loss to: (1) all employees on the work and all other persons who may be affected thereby: (2) all the work and all materials and equipment to be incorporated therein, whether in storage or off the site, under the care, custody or control of the Contractor or any of his Subcontractors or Sub - Subcontractors; and (3) other property at the site or adjacent thereto, including trees, shrubs, lawns, walks, pavements, fences, roadways, structures and utilities not designated for removal, relocation or replacement in the course of. construction. The Contractor shall comply with all applicable laws, ordinances, rules, regulations and lawful orders of any public authority having jurisdiction for the safety of persons or property or to protect them from damage, injury or loss. He shall erect and maintain, as required by existing conditions and progress of the work, all reasonable safeguards for safety and protection, including posting danger signs and other warnings against hazards, promulgating safety regulations and notifying owners and users of adjacent utilities. When the use or storage of explosives or other hazardous materials or equipment is necessary for the execution of the work, the Contractor shall exercise the utmost care and shall carry on such activities under the supervision of properly qualified personnel. GC -33 gemood meUepee All Blasting, including methods of storing and handling explosives and highly inflammable materials, shall conform to Federal, State, Local Laws and Ordinances. All City Ordinances shall be complied with even though some or all of the blasting is done outside the City Limits unless the applicable Ordinance is in conflict with the law of the jurisdiction where the action is being taken. The following is a list of requirements in addition to Federal, State, and Local Laws and Ordinances. 1. The Contractor shall furnish the City of Round Rock with a Certificate of Blasting Insurance in the amount of $300,000.00 for each contract, at least twenty-four hours prior to using explosives. A blasting permit must be obtained from the City at least five (5) days prior to use of explosives. If Blasting is covered under the Contractors General Insurance Certificate for each contract, a separate blasting certificate will not be required. 2. The following public utility companies and City Department will be notified by the Contractor, on every occasion, at least twenty-four (24) hours prior to the use of explosives: Water and Wastewater, Electric, Gas, Telephone and the City Engineering Department. 3. Explosive materials to be used shall be limited to blasting agents and dynamite, unless prior approval of other materials is obtained in writing from the Engineering Department. 4. During blasting, all reasonable precautions shall be taken to protect pedestrians, passing vehicles, and public or private property. Blasting mats or protective cover shall be used when required by the City Inspector, the permit, or by safe blasting practices. 5. All explosives shall be stored in accordance with Chapter 5, Section 5.200, of the City Code. 6. The Director of Engineering or his representative shall have the right to limit the use of explosives and /or blasting methods which in his opinion are dangerous to the public or nearby property of any kind. 7. The Contractor, at his expense, shall promptly repair or replace all items known to be damaged as a result of blasting. All claims of damage shall - be investigated by the City or by Consulting Firms approved by the City. 8. The Contractor shall maintain accurate records throughout the Blasting operations showing the type explosive used, number of holes, pounds per hole, depth of hole, total pounds per shot, delays used, date and time of GC -34 geocond..Uapec blast and initials of the Inspector. The Contractor is fully responsible for all claims resulting from his blasting operation. All damage or loss to any property referred to in this article caused in whole or in part by the Contractor, any Subcontractor, any Sub - subcontractor, or anyone directly or indirectly employed by any of them, or by anyone for whose acts any of them may be liable, shall be remedied by the Contractor, except damage or loss attributable solely to faulty Drawings or Specifications or solely to the acts or omissions of the Owner or Engineer or anyone employed by either of them, and not attributable in any degree to the fault or negligence of the Contractor. The contractor shall designate a responsible member of his organization at the site whose duty shall be the prevention of accidents. This person shall be the Contractor's superintendent unless otherwise designated in writing by the Contractor to the Owner and the Engineer. 10.03 Location and Protection of Utilities Notwithstanding any other provision of this contract, the Contractor shall be solely responsible for the location and protection of any and all public utility lines and utility customer service lines in the work area. The Contractor shall exercise due care to locate and to mark, uncover or otherwise protect all such lines in the construction zone and any of the Contractor's work or storage areas. Upon request, the Owner shall provide such information as it has about the location and grade of water, sewer, gas, and telephone and electric lines and other utilities in the work area but such information shall not relieve or be deemed to be in satisfaction of the Contractor's obligation hereunder, which shall be primary and nondelegable. Any such lines damaged by the Contractor's operations shall be immediately repaired by the Contractor or he shall cause such damage to be repaired at his expense. GC -35 5.0 SPECIAL CONDITIONS 1 1 SECTION 01-- INFORMATION 1 01 -01 ENGINEER 1 The word "Engineer" in these Specifications shall be understood as referring to the City of Round Rock, 221 East Main Street, Round Rock, Texas ' 78664, Engineer of the Owner, or the Engineer's authorized representative to act in any particular position for the Owner. 1 01 -02 COPIES OF PLANS AND SPECIFICATIONS FURNISHED ' The Agreement will be prepared in not less than five (5) counterpart (original signed) sets. Owner will furnish Contractor two (2) sets of conforming Contract Documents and Specifications and four (4) sets of Plans free of charge, and additional sets will be obtained from the Engineer at commercial reproduction rates plus 20% for handling. 1 01 -03 GOVERNING CODES ' All construction as provided for under these Plans and Specifications shall be governed by any existing Resolutions, Codes and Ordinances, and any subsequent amendments or revisions thereto' as set forth by the Owner. 1 01 -04 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON TIME 1 The Contractor agrees that time is of the essence for this Contract and that the definite value of damages which would result from delay would be incapable of ascertainment and uncertain, so that for each day of delay beyond the number days of herein agreed upon for the completion of the work herein specified and contracted for, after due allowance for such extension of time as is provided for under the provisions of Section 4.02 of the General Conditions, the Owner may withhold permanently from the Contractor's total compensation, not as penalty but as liquidated damages, the sum of $500.00 per calendar day. 01 -05 LOCATION The location of work shall be as mentioned in the Notice to Bidders and as indicated on Plans. 1 specond.mst/spec SC -1 01 -06 USAGE OF WATER All water used during construction shall be provided by the City. The City shall specify the location from which the Contractor is to procure water. The Contractor shall be responsible for providing all apparatus necessary for procuring, storing, transporting and using water during construction. The Contractor shall strive to use that amount of water which is reasonable to perform the work associated with this contract and shall endeavor to avoid excessive waste. The Contractor will be required to pay for all water used if it is found that unnecessary or excessive waste is occurring during construction. 01 -07 PAY ESTIMATES If pay estimates from the Contractor are not received by the Engineer on or before the time specified in Section 5.04 of the General Conditions, then the pay estimate will not be processed and will be retumed to Contractor. SECTION 02-- SPECIAL CONSIDERATIONS 02 -01 CROSSING UTILITIES Prior to commencing the work associated with this contract, it shall be the Contractor's responsibility to make arrangements with the Owners of such utility companies to uncover their particular utility lines or otherwise confirm their location. Certain utility companies perform such services at their own expense, however, where such is not the case, the Contractor will cause such work to be done at his own expense. 02 -02 UTILITY SERVICES FOR CONSTRUCTION The Contractor will be responsible for providing his own utility services while performing the work associated with this contract. No additional payment will be made for this item. 02 -03 GUARANTEES The Contractor warrants the materials and workmanship and that the work is in conformance with the plans and specifications included in this contract for specond.mst /spec SC - ' the period that the Maintenance Bond, as outlined in Section 04 of the Special Conditions, is in effect. Upon notice from Owner, the Contractor shall repair defects in all construction or materials which develop during specified period and at no cost to Owner. Neither final acceptance, Certificate of Completion, final payment nor any provision in Contract Documents relieves Contractor of above guarantee. Notice of observed defects will be given with reasonable promptness. Failure to repair or ' replace defect upon notice entitles Owner to repair or replace same and recover reasonable cost thereof from Contractor. 02 -04 MINIMUM WAGE SCALE Minimum wage scale as specified in section 3.22 of the General Conditions 1 and in accordance with State of Texas and Federal Government regulations. 02 -05 LIMIT OF FINANCIAL RESOURCES The Owner has a limited amount of fmancial resources committed to this ' Project; therefore, it shall be understood by all bidders that the Owner may be required to change and /or delete any items which he may feel is necessary to accomplish all or part of the scope of work within its limit of fmancial resources. Contractor shall be entitled to no claim for damages anticipated profits on any portion of work that may be omitted. At any time during the duration of this contract, the Owner reserves the right to omit any work from this contract. Unit prices for all items previously approved in this contract shall be used to delete or add work per change order. ' 02 - 06 CONSTRUCTION REVIEW The Owner shall provide a project representative to review the quality of materials and workmanship. 02 - 07 LIMITS OF WORK AND PAYMENT It shall be the obligation of the Contractor to complete all work included in this Contract, so authorized by the Owner, as described in the contract documents and technical specifications. All items of work not specifically paid for in the bid proposal shall be included in the unit price bids. Any question arising as to the limits of work shall be left up to the interpretation of the Engineer. 1 specond.mst /spec SC - 02 -08 PAYMENT FOR MATERIALS ON HAND Owner will not pay for materials on hand. Payment will be made for work completed in accordance with monthly estimate procedure stipulated in the General Conditions of the Agreement. 02 -09 "AS- BUILT" DRAWINGS The Contractor shall mark all changes and revisions on all of his copies of the working drawings during the course of the Project as they occur. Upon completion of the Project and prior to final acceptance and payment, the Contractor shall submit to the Engineer one set of his working drawings, dated and signed by himself and his project superintendent and labeled as "As- Built ", that shows all changes and revisions outlined above and that shows field locations of all above ground appurtenances including but not limited to valves, fire hydrants and manholes. These as -built drawings shall become the property of the Owner. Each appurtenance shall be located by at least two (2) horizontal distances measured from existing, easily identifiable, immovable appurtenances such as fire hydrants or valves. Property pins can be used for as- builts tie -ins provided no existing utilities as previously described are available. Costs for delivering as - built drawings shall be subsidiary to other bid items. 02 -10 LAND FOR WORK Owner provides, as indicated on Drawings, land upon which work is to done, right -of -way for access to same and such other lands which are designated for use of Contractor. Contractor provides, at his expense and without liability of Owner, any additional land and access thereto that may be required for his construction operations, temporary construction facilities, or for storage of materials. 02 -11 DEVIATIONS OCCASIONED BY UTILITY STRUCTURES Whenever existing utilities, not indicated on Plans, present obstructions to grade and alignment of proposed improvements immediately notify engineer, who without delay, will determine if existing utilities are to be relocated, or grade and alignment of proposed improvements changed. Where necessary to move existing services,poles, guy wires, pipelines, etc., as determined by the Engineer, the Contractor will make arrangements with the owner of the specond.mst/spec SC - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 utility to be moved and have it moved. The costs of any utility relocations will be at the Contractor's sole expense. Owner will not be liable for relocations costs or damages on account of delays due to changes made by owners of privately owned utilities which hinder progress of the work. 02 -12 CONSTRUCTION STAKING All construction staking required to complete the work associated with this contract shall be provided by the Contractor. The Contractor shall be responsible for determining the layout and extent of staking necessary to construct the improvements to the lines and grades shown in the Plans. This item shall not be paid for separately and shall be considered subsidiary to other bid items. SECTION 03-- TRAFFIC CONTROL Access shall be provided for residents and emergency vehicles at all times. When it becomes necessary to restrict access, the Contractor shall notify all applicable agencies (ie. Fire Department, E.M.S., Public Works, etc.). At the end of each day two lanes of traffic shall be opened to the public. The Contractor shall be responsible for all maintenance, signing and safety precautions necessary for traffic control. This item shall be considered subsidiary to other bid items and no additional compensation shall be given for complying with this Special Condition. When it becomes necessary to detour traffic to alternate routes, the contractor shall submit a detailed traffic detour and control plan to the Engineer for approval. Upon approval of the traffic detour, it shall be the contractor's responsibility to provide and maintain all signs, signals, flagmen, and striping necessary to completely delineate the detour. No extra payment shall be made for detouring of traffic. SECTION 04-- MAINTENANCE BOND Per City of Round Rock Ordinances, a two (2) year Maintenance Bond naming the City of Round Rock as obligee will be required for public streets specond.mst /spec SC -5 constructed without lime stabilization of subgrade material when the Plasticity Index of the subgrade is above 24. Maintenance Bond shall remain in effect for two (2) years from date of City of Round Rock acceptance of improvements. A one (1) year Maintenance Bond in the amount of one hundred (100 %) percent of the contract price will be required for all other improvements and shall be submitted prior to final payment. Such bonds shall be from an approved surety company holding a permit from the State of Texas to act as surety (and acceptable according to the latest list of companies holding certificates of authority from the Security of the Treasury of the United States) or other surety or sureties acceptable to the Owner prior to final payment. SECTION 5 INSURANCE Section 3.18 of the General Conditions of the Agreement is hereby amended to include the following: 3.18 Insurance Contractor shall carry insurance in the following types and amounts for the duration of this Contract, which shall include items owned by Owner in care, custody and control of Contractor prior and during construction and warranty period, and furnish Certificates of Insurance along with copies of policy declaration pages and all policy endorsements as evidence thereof: a. Statutory Worker's Compensation and minimum $100,000 Employers Liability Insurance. b. Commercial General Liability Insurance with minimum limits of $500,000 per occurrence and $1,000,000 Aggregate or $500,000 for this designated project and $100,000 Fire Damage c. Automobile Liability Insurance for all owned, nonowned and hired vehicles with minimum limits for Bodily Injury of $250,000 for each person and $500,000 for each occurrence and Property Damage limits of $100,000 or Combined Single Limit of $600,000. specond.mstlspec SC -6 d. On all new or remodeling building projects: All Risk Builders Risk Insurance for insurable building projects shall be insured in the amount of the contract price for such improvements. Owner and Contractor waive all rights against each other for damages caused by fire or other perils to the extent covered by Builders Risk Insurance required under this section, except as to such rights as they may have in the proceeds of such insurance. Contractor shall require similar waivers by Subcontractors and Sub - subcontractors. e. Owner and Contractor's Protective Policy. The Contractor shall provide and maintain during the life of this contract and until all work under said contract has been completed and accepted by the Owner, an Owner's and Contractor's Protective Policy which co- insures the Owner and the Owner's agents and employees with the same Commercial General Liability coverage as described above, entitled "Commercial General Liability Insurance." When offsite storage is permitted, policy will be endorsed for transit and off site storage in amounts sufficient to protect property being transported or stored. This insurance shall include, as insured, City of Round Rock, Contractor, Subcontractors and Sub - subcontractors in the work, as their respective interest may appear. If insurance policies are not written for amount specified in b. and c. above, Contractor is required to carry an Excess Liability Insurance Policy for any difference in amounts specified. Contractor shall be responsible for deductibles and self insured retentions, if any, stated in policies. Any self insured retention shall not exceed ten percent of minimum required limits. All deductibles or self insured retentions shall be disclosed on Certificate of Insurance required above. Contractor shall not commence work at site under this Contract until he has obtained required insurance and until such insurance has been reviewed by Owner's Contract Administration Office. Contractor shall not allow any Subcontractors to commence work until insurance required has been obtained and approved. Approval of insurance by Owner shall not relieve or specond.mst /spec SC -7 decrease liability of Contractor hereunder. Insurance to be written by a company licensed to do business in the State of Texas at the time policy is issued and acceptable to owner. Contractor shall produce an endorsement to each effected policy: 1. Naming City of Round Rock, 221 East Main Street, Round Rdck, Texas 78664 as additional insured (except Workers' Compensation and Builders Risk). 2. That obligates the insurance company to notify Joanne Land, City Secretary, City of Round Rock, 221 East Main Street, Round Rock, Texas 78664 of any and all changes to policy 30 days prior to change. 3. That the "other" insurance clause shall not apply to Owner where City of Round Rock is an additional insured shown on policy. It is intended that policies required in this agreement, covering both Owner and Contractor, shall be considered primary coverage as applicable. Contractor shall not cause any insurance to be canceled nor permit any insurance to lapse during term of this Contract or as required in the Contract. If Contractor is underwritten on a claim -made basis, the retroactive date shall be prior to, or coincident with, the date of this Contract and the Certificate of Insurance shall state that coverage is claims made and also the retroactive date. Contractor shall maintain coverage for duration of this Contract and for two years following completion of this Contract. Contractor shall provide the City annually a Certificate of Insurance as evidence of such insurance. It is further agreed that Contractor shall provide Owner a 30 day notice of aggregate erosion, an advance of the retroactive date, cancellation and /or renewal. It is also agreed that Contractor will invoke the tail option at request of Owner and the Extended Reporting Period (ERP) premium shall be paid by Contractor. specond.mst/spec SC -8 Owner reserves the right to review insurance requirements of this section during effective period of the Contract and to make reasonable adjustments to insurance coverages and their limits when deemed necessary and prudent by Owner based upon changes in statutory law, court decisions or the claims history of the industry as well as Contractor. Owner shall be entitled, upon request, and without expense, to receive copies of policies and all endorsements thereto and may make any reasonable requests for deletion or revision or modification of particular policy terms, conditions, limitations or exclusions, except where policy provisions are established by law or regulation binding upon either of the parties hereto or the underwriter on any of such policies. Actual losses not covered by insurance as required by the section shall be paid by Contractor. SECTION 6 PROJECT SCHEDULING During the course of this project, construction of the Round Rock Fire Station No. 4 will be also on -going at approximately Station 147 +00. It is anticipated this Fire Station will be completed and operational April 1, 1994. Therefore, construction of Box Culvert No. 6, Sta. 173 +78, must be complete and the roadway opened to emergency vehicles from Sta. 145 +00 to Sta. 202 +48 by April 1, 1995. Removal of the existing structure at the location of Box Culvert No. 1, Sta. 77 +75, shall not be started until completion of the R.R.I.S.D. school year. Collateral work may be done in the area, provided two -way traffic is maintained at all times. SECTION 7 PROJECT COMPLETION This project shall be completed within 365 calendar days of the issuance of the "Notice to Proceed." Failure to complete the project within the allotted time shall subject the contractor to liquidated damages as outlined in Section 01 -4 of these Special Conditions. specond.mst /spec SC - 6.0 TECHNICAL SPECIFICATIONS 1 ITEM 1 GENERAL DESCRIPTION 1.01 SCOPE OF WORK The work covered by these Specifications consists of furnishing all ' labor, equipment, appliances, materials and performing all operations in connection with the inspection and testing of Gattis School Road Phase III Street and Drainage ImprovementS complete in accordance with • the Plans, and subject to the terms and conditions of the Contract Documents. 1 1.02 GOVERNING TECHNICAL SPECIFICATIONS NOTE: The item number designation shown in parentheses adjacent to captions herein is a reference to City of Austin Standard Specifications. ' STREET, WATER, SEWER AND DRAINAGE IMPROVEMENTS The current City of Austin Standard Specifications as adopted and amended by the City of Round Rock and the current City of Austin Erosion and Sedimentation Control Manual are hereby referred to and included in this contract as fully and to the same extent as if copied at length herein and they shall be applied to this project except as modified in these Specifications and on the Plans. Wherever the term "City of Austin" is used in the Austin Specifications, it shall be construed to mean the City of Round Rock. Wherever the term "Engineer" is used in the Austin Specifications, it shall be construed to mean the City of Round Rock. ' ITEM 2 CONTROL OF WORK 2.01 CLEAN -UP 2.01.1 CONSTRUCTION SITE During construction the Contractor shall keep the site free and clean from all rubbish and debris and shall clean-up the site promptly when notified to do so by the Engineer. lechspec.utllspec.aw TS -1 2.01.2 BACKWORK The Contractor shall coordinate his operations in such a manner as to prevent the amount of clean-up and completion of back works from becoming excessive. Should such a condition exist, the Engineer may order all or portions of the work to cease and refuse to allow any work to commence until the back work is done to the Engineer's satisfaction. 2.02 GRADING techspec.utl /spec.aw The Contractor shall, at his own expense, maintain the streets and roads free from dust, mud, excess earth or debris which constitutes a nuisance or danger to the public using the thoroughfare, or the occupants of adjacent properties. Care shall be taken to prevent spillage on streets and roads over which hauling is done, and any such spillage or debris deposited on streets, due to the Contractor's operations, shall be immediately removed. The Contractor shall do such grading in and adjacent to the construction area associated with this contract as may be necessary to leave such areas in a neat and satisfactory condition approved by the Engineer. ITEM 3 EXAMINATION AND REVIEW 3.01 EXAMINATION OF WORK The work covered under this Contract shall be examined and reviewed by the Engineer, representatives of all governmental entities which have jurisdiction, and the Owner's authorized representative. The quality of material and the quality of installation of the improvements shall be to the satisfaction of the Engineer. It shall be the Contractor's responsibility for the construction methods and safety precautions in the undertaking of this Contract. TS -2 1 1 1 1 1 1 1 1 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 3.02 NOTIFICATION lechspec.uwspec.aw The Engineer and Owner must be notified a minimum of 24 -hours in advance of beginning construction, testing, or requiring presence of the Engineer, project representative, or Owner's representative. 3.03 CONSTRUCTION STAKING The Engineer shall furnish the Contractor reference points and benchmarks that, in the Engineer's opinion, provide sufficient information for the Contractor to perform construction staking. 3.04 PROTECTION OF STAKES, MARKS. ETC. All engineering and surveyor's stakes, marks, property corners, etc., shall be carefully preserved by the Contractor, and in case of destruction or removal during the course of this project, such stakes, marks, property corners, etc., shall be replaced by the Contractor at the Contractor's sole expense. ITEM 4 PROTECTION AND PRECAUTION 4.01 WORK IN FREEZING WEATHER Portions of the work may continue as directed by the Engineer. 4.02 PROTECTION OF TREES. PLANTS AND SHRUBS The Contractor shall take necessary precautions to preserve all existing trees, plants and shrubs but where it is justifiable and necessary the Contractor may remove trees and plants for construction right -of -way but only with approval of the Engineer. TS -3 4.03 TRAFFIC CONTROL MEASURES AND BARRICADES 4.04 PROPERTY LINES AND MONUMENTS 4.05 DISPOSAL OF SURPLUS MATERIAL 4.06 CONTRACTOR'S USE OF PREMISES techspec.utt/spec.aw Traffic control measures and barricades shall be installed in accordance with the Texas Manual of Uniform Traffic Control Devices and in other locations deemed necessary by the Engineer, for the protection life and property. Under no circumstances will any existing road be permitted to remain closed over a weekend. No separate pay will be made for this item. Costs for this item shall be subsidiary to other items of work. The Contractor shall be responsible for the protection, reference and resetting of property corner monuments if disturbed. The Contractor shall at his own expense, make arrangement for the disposal of surplus material, such as rock, trees, brush and other unwanted backfill materials. The Contractor shall, at his own expense, provide additional space as necessary for his operations and storage of materials. ITEM 5 MATERIALS 5.01 TRADE NAMES Except as specified otherwise, wherever in the specifications an article or class of material is designated by a trade name or by the name or catalog number of any maker, patentee, manufacturer, or dealer, such designations shall be taken as intending to mean and specify the articles described or another equal thereto in quality, finish, and serviceability for the purpose intended, as may be determined and judged by the Engineer in his sole discretion. TS -4 5.02 MATERIALS AND WORKMANSHIP techspec.utllspec.aw No material which has been used by the Contractor for any temporary purpose whatever is to be incorporated in the permanent structure without the written consent of the Engineer. Where materials or equipment are specified by a trade or brand name, it is not the intention of the owner to discriminate against an equal product of another manufacturer, but rather to set a clef standard of quality for performance, and to establish an equal basis for the evaluation of bids. Where the words "equivalent ", "proper" or "equal to" are used, they shall be understood to mean that the item referred to shall be "proper ", the "equivalent" of, or "equal to" some other item, in the opinion or judgement of the Engineer. Unless otherwise specified, all materials shall be the best of their respective kinds and shall be in all cases fully equal to approved samples. Notwithstanding that the words "or equal to" or other such expressions may be used in the specifications in connection with a material, manufactured article or process, the material, article or process specifically designated shall be used, unless a substitute is approved in writing by the Engineer, and the Engineer will have the right to require the use of such specifically designated material, article or process. TS -5 ttem No. 101 • Preparing Right of Way 101.1 Description This item shall consist of preparing the right of way for construction operations by removing and disposing of all obstructions from the right of way and from designated easements, where removal of such obstructions is not otherwise indicated. Such obstructions shall be considered to include remains of houses not completely removed by others, foundations. floor slabs. concrete, brick, lumber, plaster, cisterns, water wells, septic tanks or basements; abandoned utility pipes, conduits or founda- tions: underground service station tanks, equipment or other foundations; fences, retaining walls, outhouses, shacks and all other debns. This item shall also include the removal of trees, stumps, roots. bushes, shrubs. curb and gutter, driveways. paved parking areas. miscellaneous stone. buck, concrete, sidewalks, drainage structures. manholes, inlets. abandoned railroad tracks, scrap iron, all rubbish and debns whether above or below ground except live utility facilities. 101.2 Construction Methods Prior to commencing this work, all erosion control and tree protection measures required shall be in place and utilities located and protected as set forth in "General Conditions of Agreement ". Areas within the construction limits as indicated shall be cleared of all obstructions, vegetation abandoned structures as defined above, except trees or shrubs indicated for preservation which shall be carefully trimmed as directed and shall be protected from scarring. barking or other injuries during construction operations conforming to Item Na 610, 'Tree and Shrub Trimming and Preservation. Exposed ends of pruned limbs or scarred bark shall be pruned, trimmed and treated with an approved asphaltic material within 24 hours of the pruning or Injury. Construction equipment shall not be operated within the dnp line of trees, unless indicated. Construction materials shall not be stockpiled under the canopies of trees. No excavation or embankment shall be placed within the drip line of trees until tree wells are constructed. Unless otherwise indicated, all underground obstructions, stumps and roots shall be removed to the following depths: 1. In areas to receive 6 inches or more embankment, a minimum of 12 inches below natural ground. . 2. In areas to receive embankment less than 6 inches and areas to be excavated, 18 inches below the lower elevation of the embankment, structure or excavation. 3. All other areas, 12 inches below natural ground - Holes remaining after removal of all obstructions, objectionable material, trees, stumps, etc. shall be backfilled with select em- bankment material and tamped. When a utility in service conflicts with the construction. it shall be modified as set forth in "General Conditions of Agreement'. Where an abandoned existing underground piped utility is found. it shall be cut and plugged, with 6 inches of concrete, brick and mortar or a precast stopper grouted in place Material to be removed will be designated salvageable or nonsalvageable by the Engineer prior to removal from the construction site by the Contractor. All salvageable material, as determined by the Engineer, will remain the property of the City and will be stored at the site or loaded on City trucks as directed by the Engineer. All nonsalvageable materials and debris shall become the property of the Contractor and shall be removed from the site and deposited at a permitted disposal site. 101.3 Measurement Preparing right of way for new construction, when included in the contract as a pay item. will be measured by the acre or by 100 foot stations or by lump sum, regardless of the width of the right of way. Measurement for payment will be made only on areas indicated and classified as "Prepanng Right of Way ". 101.4 Payment This item will be considered subsidiary to Item No. 110, "Street Excavation ", Item No. 111, "Excavation ", item No. 120, "Channel Excavation" and Item No. 132, "Embankment" unless included as a separate pay item in the contract. When included for pay- ment, it shall be paid for at the contract pnce bid for " Prepanng Right of Way ", which price shall be full compensation for work herein specified, including the furnishing of all matenals, equipment. tools, labor and incidentals nedessary to complete the work. Payment, when included as a contract pay item, will be made under one of the following: 101 Rev. 09130/87 Page 1 Prepanng Right of Way Pay Item No. 101 -A: Preparing Right oI Way — Per Acre. Pay Item No. 101-8: Prepanng Right of Way — Per Station Pay Item No. 1D1-C: Preparing Right of Way — Per Lump Sum. End Ref 110, 111, 120, 132, 610 101 Rev. 09130187 Page 2 Preparing Right of Way 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 102.1 Description ttem No. 102 Clearing and Grubbing This item shall consist of removing and disposing of all trees. stumps. brush, roots, shrubs. vegetation. logs, rubbish and other objectionable malenal. 102.2 Construction Methods Prior to commencing this work. all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth in " General Conditions of Agreement". Areas within the construction limits or as indicated shall be cleared of all trees. stumps. brush. etc . as defined above. except trees or shrubs indicated for preservation which shall be carefully trimmed as directed. conforming to Item No 610. - Tree and Shrub Tramming and Preservation" and shall be protected from scarring. barking or other Injuries durl.lg construction operations Exposed ends Of pruned limbs or scarred bark shall be pruned, trimmed and treated with an approved asphaltic material within 24 hours of the pruning or Injury Construction equipment shall not be operated within the drip line of trees, unless indicated Construction materials shall not be stockpiled under the canopies of trees. No excavation or embankment shall be placed within the dnp line of trees until tree wells are constructed. Within the construction limits or areas indicated, all obstructions, stumps. roots, vegetation. abandoned structures. rubbish and objectionable material shall be removed to the following depths: 1. In areas to receive 6 inches or more embankment, a minimum 0112 inches below natural ground. 2. In areas to receive embarkment less than 6 inches and areas to be excavated, 18 inches below the lower elevation of the embankment, structure or excavation. s 3. All other areas. 12 inches below natural ground. Holes remaining atter removal of all obstructions. objectionable material, trees, stumps. etc., shall be backlilled with select em- bankment material and tamped. All cleared and grubbed material shall be disposed of in a manner satisfactory to the Engineer. Unless otherwise provided, all materials as described above shall become the property of the Contractor and removed from the site and disposed of at a permit- ted disposal site Burning materials at the site shall conform 10 "General Conditions of Agreement". 102.3 Measurement "Clearing and Grubbing ", when included in the contract as a pay Item, will be measured by the acre, 100 foot stations or lump sum regardless of the width of the right of way. 102.4 Payment This Item will be considered subsidiary to Item No. 110. "Street Excavation" or Item No. 111. "Excavation ", unless included as a separate pay item in the contract. When Included for payment, It shall be paid for at the unit price bid for Cleanng and Grubbing ", which price shall be full compensation for all work herein specified. including the furnishing of all matenals, equipment, toots, labor and incidentals necessary to complete the work. Payment, when Included as a contract pay item, will be made under one of the following: Pay Item No. 102 -A: Clearing and Grubbing — Per Acre. Pay Item No. 102 -B: Cleanng and Grubbing — Per Station. Pay hem No. 102-C: Clearing and Grubbing — Lump Sum. End Page 1 12/03/86 102 Item No. 104 Removing Concrete 104.1 Description This item shall consist of breaking up, removing and satisfactorily disposing of existing concrete, as classified, at locations indi- cated or as directed by the Engineer 104.2 Classification Existing concrete, when removed under this section, will be classified as follows: 1 Concrete Curb will include curb, curb and gutter and combinations thereof. 2 Concrete Slabs will include, but not be limited to. patio slabs, porch slabs. concrete nprap and concrete pavement. 3. Sidewalks and Driveways will include concrete sidewalks and driveways. 4. Concrete Walls will include all walls regardless of height and wall footings 5. Concrete Steps will include all steps and combinations of walls and steps 6 Abandoned Foundations will include abandoned Electnc Depanment foundations 7. Miscellaneous Concrete shall Include but not be limited to manholes, inlets, junction boxes and headwalls. 104.3 Materials (1) Mortar Mortar shall conform to mortar in Item No. 510. "Pipe ". 104.4 Construction Methods Prior to commencing this work all erosion control and tree protection measures required shall be ir. place and all utilities located and protected as set forth in "General Conditions of Agreement" The existing concrete Snail be broken up removed to conform Ic Item No 101. "Preparing Rignt of Way and Disposed of by Ine Con vactdr and deposited at a permuted disposal site Where only a portion of the existing concrete is to be removed and that remaining will continue to serve in Its purpose, care shall be exercised to avoid damage to that portion to remain in place The existing concrete snail be cut to the neat lines when indi- cated or as established by the Engineer. by sawing with an appropriate type circular concrete saw to a minimum depth of 'h inch. Any reinforcing steel encountered shall be cut off 1 inch inside of concrete sawed line Any existing concrete which is damaged or destroyed beyond the neat lines so established shall be replaced at the Contractor's expense. Remaining concrete shall be mortared to protect the reinforcing steel and provide a neat clean appearance. Where reinforcement is encountered in the removed portions of structures to be modified, a minimum of 1 fool of steel length snail be cleaned of all old concrete and lett in place to tie into the new construction where applicable All unsuitable matenal shall be removed and replaced with approved material. All foundations, walls or other objectionable material shall be removed to a minimum depth of 18 inches below all structures and 12 inches below areas to be vegetated 104.5 Measurement Concrete curb and concrete wall removed as prescribed above will be measured by the linear fool in its onginal position re- gardless of the dimensions or size. Concrete slabs and concrete sidewalks and driveways removed as prescnbed above will be measured by the square foot in original positon. regardless of the thickness and reinforcing Concrete steps removed will be measured per linear foot of each individual step tread including the bosom step. Concrete foundations removed will be measured per each. Miscellaneous concrete removed will be measured per each. 104.6 Payment This item will be paid for at the contract unit price bid for "Remove Concrete Curb ". "Remove Concrete Slab ", "Remove Concrete Sidewalks and Driveways ", "Remove Concrete Wails ", "Remove Concrete Steps ". "Remove Concrete Foundations and "Remove Miscellaneous Concrete" which price shall be full compensation for all work herein specified, including the disposal of all material not required in the work, the furnishing of all matenals. equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under one of the following. Page 1 12;03•'86 104 End Pay Item No. 104 -A: Remove Concrete Curb — Per Linear Foot Pay Item No. 104-8: Remove Concrete Slab — Per Square Foot Pay Item No. 104 -C: Remove Concrete Sidewalks and Driveways — Per Square Foot Pay Item No. 104 -D: Remove Concrete Wall — Per Linear Foot. Pay Item No. 104 -E: Remove Concrete Steps — Per Linear Foot. Pay Item No. 104 -F: Remove Concrete Foundations — Per Each. Pay Item No. 104 -G: Remove Miscellaneous Concrete — Per Lump Sum. 104 04 17 86 Page 2 1 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 110.4 Measurement Item No. 110 Street Excavation 110.1 Description This item shall consist of excavating and properly utilizing or otherwise satisfactorily disposing of all excavated matenal, of what- ever character, within the nght of way or other limns of the work indicated and the constructing, compacting, shaping and fin - ishing of all earthwork on the entire protect in accordance with the specification requirements herein outlined and in conformity with the required fines, grades and typical cross sections indicated or as directed by the Engineer. When not otherwise included in the Contract Documents, this Item shall Include the work described in Item No 101, "Prepanng Right of Way ", hem No. 102. "Clearing and Grubbing", Item No. 104. "Removing Concrete ". Item No. 132, "Embankment" and Item No. 201, "Subgrade Preparation ". 110.2 Classification All excavation shall be unclassified and shall Include all malenals encountered regardless of their nature or the manner in which they are removed. 110.3 Construction Methods Prior to commencing this work. all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth in "General Conditions of Agreement" Construction equipment shall not be operated within the drip line of trees. unless indicated Construuion materials shall not be stockpiled under the canopies of trees. No excavation or embankment shall be placed within the drip line of trees until tree wells are constructed conforming to Item NO 610. "Tree and Shrub Trimming and Preservation' All street excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross sections The Contractor will be required to set blue -tops for the subgrade on centerlines at quarter points and curb lines or edge of pavement at Intervals not exceeding 50 feet Suitable excavated materials shall be utilized, insofar as practicable, in construct- ing required embankments. The construction of all embankments shall conform to Item No 132, "Embankment ". Materials with a Plasticity Index (PI) greater than the surrounding materials or with a moisture content greater than 2 percent in excess of optimum shall be classified as unsuitable and must be manipulated to meet the above criteria before use or be removed. Unsuitable excavated matenals or excavation in excess of that needed for construction shall be known as "Waste" and shall become the property of the Contractor. It shall become his sole responsibility to dispose of this matenal off the limits of the nght of way in an environmentally sound manner at a permitted disposal site. All blasting shall conform to the General Notes and to "General Conditions of Agreement' In all cases wnere blasting is permitted. a Blasting Permit must be obtained in acvance from the Department of Transportation and Public Services All accepted street excavation will be measured by Method A. 8 or C as follows: (1) Method Measurement of the volume of excavation in cubic yards by the average end areas Cross sectional areas shall be computed from the existing ground section to the established line of the subgrade as indicated for the limits of the right of way or other work limits shown, including parkway slopes and sidewalk areas. (2) Method B Measurement of the area in square yards of surface area excavated as indicated (3) Method C Measurement of the volume of excavation in cubic yards, based upon the average end areas taken from pre - construction cross sections and planned grades. The planned quantities for street excavation will be used as the measurement for payment of this item. 110.5 Payment This item will be paid tor at the contract unit pnce bid for "Street Excavation ", as provided under measurement Method A. B or C as included in the bid. which pnce shall be full compensation for all work herein specified, including subgrade preparation, unless specified otherwise and the furnishing of all materials, equipment. tools, labor and incidentals necessary to complete the work. Page 1 12'03/86 110 Payment will be made under one of the following Pay Item No. 110 -A: Street Excavation — Per Cubic Yard. Pay Item No. 110 -B• Inch Street Excavation — Per Square Yard Pay Item No. 110-C: Street Excavation — Per Cubic Yard. Plan Quantity End 110 04 17 86 Page 2 132.2 Construction Methods Item No. 132 Embankment 132.1 Description This item shall consist of the placing and compacting of suitable materials obtained from approved sources for utilization in the construction of street or channel embankments, berms, levees dikes and structures. (1) General Prior to placing any embankment. all tree protection tree wells and erosion control devices shall be in place and all Item No 101, "Preparing Right of Way' and or Item No 102. "Clearing and Grubbing' operations shall have been completed on the areas over which the embankment is to be placed. Stump holes or other small excavations in the limits of the embankments shall be backfilled with suitable material and thoroughly tamped by approved methods before commencing embankment construction The surface of the ground including plowed loosened ground or surface roughened by small washes. shalt oe restored to approximately as original slope and the ground surface thus prepared shall be compacted by sprinkling and rolling Construction equipment shall not be operated within the drip line of trees unless indicated Construction materials shall not be stockpilea under the canopies of trees. No excavation or embankment shall be placed within the drip line of trees until tree wells are constructed conforming to Item No. 610. Tree and Shrub Trimming and Preservation ". Unless otherwise indicated. the surface of the ground of all unpaved areas other than rock which are to receive embankment, shall be loosened by scarifying or plowing to a depth of not less than 4 inches The loosened material shall be recompacted with the new embankment as nereinatter spec•lied The surface of hillsides to receive embankment shall be loosened oy scar:f: rig or plowing to a depth of not less than flinches and benches cut before embankment materials are placed The embankment shall then be placed in layers as hereinafter specified. beginning at the low side in partial width layers and increasing the widths as the embank- ment is raised. The material which has been loosened shall be recompacted simultaneously with the embankment material placed at the same elevation Where embankments are to be placed adjacent to or over existing •oadbe ^_s. the roadbed slopes shall be plowed or scarified to a depth of not less than 6lnches and the embankment Quilt up In successive layers. as hereinafter spec fled, to the level of the old roadbed before Its height is Increased. Then. if indicated the top of the old roadbed shah be scarified and recompacted with the next layer of the new embankment. The total depth of the scarified and added material shall not exceea the permissible layer depth. Trees, stumps. roots vegetation or other unsuitable materiels shall not oe placed in embankment All embankment shall be constructed in layers approximately parallel to :.e flnisned grade and unless otherwise indicated. each layer shall be so constructed as to provide a uniform slope of ' : inch per foot from the centerline of the roadbed to the outside. except that on superelevated curves each layer snail be constructed to conform to the superelevation indicated The embankment shall be continuously maintained at its finished section and grade untii that portion of the work is accepted After completion of the embanxment to the finished section and grade. the Contractor shall proof roll the subgrade conforming to Item No. 236. "Rolling (Proof)" and revegetation procedures must commence immediately to minimize the soil loss and air pollution. (2) Earth Embankments Earth embankments shall be oefined as embankments composec of soil material other than rock and shall be con- structed of acceotable material from approved sources Exceot as otherwise indicated earth embankments shall be constructed in successive 6 inch ;avers. loose measure for the full widtn of the individual cross section and In such lengtn_s are best suited to the sprinkling and compaction methods utilized. Minor quantities of rocks not larger than 4 inches. encountered in constructing earth embankment may be incorpo- rated in the eanh embankment layers provided such placement of rock is not immediately adjacent to structures Each layer of embankment shall be uniform as to material, density and moisture content before beginning compac- tion. Where layers of unlike materials abut each other. each layer snail be `eathered on a slope of 1 20 or the mate - nal shall be so mixed as to prevent abrupt changes in the soil No materia: paced in the embankment by dumping :n a pile or windrows shall be incorporated in a layer in that position but all such piles or windrows shall be moved by Page 1 04 17 86 132 (3) blading or similar methods Clods or lumps of material shall be broken and the embankment material mixed by blad- ing. harrowing, discing or similar methods to the end that a uniform material of uniform density is secured in each layer Water required for sprinkling to bring the material to the moisture content necessary for optimum compaction shall be evenly applied and it shall be the responsibility of the Contractor to secure a uniform moisture content throughout the layer by such methods as may be necessary All earth cuts. whether full width or partial width cuts in the side of a hill. which are not required to be excavated below Subgrade elevation shall be scanfied to a uniform depth of at leas) 6 inches below grade and the material shall be mixed and reshaped by blading and then sprinkled and rolled in accordance with the requirements outlined above for earth embankments and to the same' density as that required for the adjacent embankment. Compaction of embankments shall conform to Item No 201. "Subgrade Preparation ". Each layer shall be com- pacted to the required density by any method. type and size of equipment which will give the required compaction. Prior to and in conjunction with the rolling operation each layer shall be brought to the moisture content necessary to obtain the required density and shall be kept leveled with suitable equipment to insure uniform compaction over the entire layer. For each layer of earth embankment and select material. it is the intent of this specification to provide the density as required herein. unless otherwise indicated Soils shall be sprinkled as required and compacted to the extent neces- sary to provide not less than 95 percent nor more than 105 percent of the density as determined in accordance with SDHPT Test Method Tex -114 -E at optimum moisture content or within minus 3 percent of the optimum moisture content. Care shall be taken to avoid overcompacting high PI expansive clays After each layer of earth embankment or select material is complete. tests as necessary will be made by the Engi- neer. If the material fails to meet the density spec `ied the course shall be reworked as necessary to obtain the specified compaction. Rock Embankments Rock embankments shall be defined as those composed principally of rock and shall be constructed of accepted material from approved sources. Rock embankments snarl not be placed immediately adjacent to structures. Except as otherwise indicated. rock embankments shall be constructed in successive layers for the full width of the cross section and of 18 inches or less in depth. When. in the opinion of the Engineer, the rock sizes necessitate a greater depth of layer than specified the layer depth may be increased as necessary. but in no case shall the depth of layer exceed 2 ' 2 feet. Each layer shall be constructed by starting at one end and dumping the rock on top of the layer beinc constructed then pushing the material ahead with a bulldozer in such a manner that the larger rock will be placed on the ground or preceding embankment 'aver and the interstices between the larger stones filled with small stones and spalls by the operation and from the placing of succeeding loads of material. The maximum dimension of any rock used in embankment shall be less than the depth of the embankment layer and in no case shall any rock over 2 feet in its greatest c mension be placed in the embankment All oversized rocks which are otherwise suitable for construction shall be broken to the required dimension and utilized in embankment construction where indicated. except that when preferred by the Contractor and acceptable to the Engineer, such rocks may oe placed at other points where the embankment layer is of greater depth, thus requiring less creakage. Each layer shall be compacted to the required density as outlined for "Earth Embankments ". above. except in those layers where rock will make density testing difficult the Engineer may accept the layer by visual inspection or proof rolling conforming to Item No 236. Roltrg (Proof) ' Uniess otherwise indicated the upper 3 feet of the embankment shall contain no stones larder than 4 inches in their greatest dimension and shall be composed of material so graded that the density and uniformity of the surface layer may be secured in accordance with SDHPT Test Method Tex -114 -E Exposed oversize material snail se broken up or removed. (4) At Culverts and Bridges Embankments adjacent to culverts and bridges which cannot be compacted oy use of the blading and rolling equip- ment used in compacting the adjoining sections of embankment shall be compacted in the manner prescrioed under Item No. 401. "Structural Excavation and Backfill" Embankment placed around spill through type abutments shall be constructed in 6 inch loose layers of uniform suit- able material placed in such manner as to maintain approximately the same elevation on each side of the abutment and all materials shall be mixed. wetted and compacted as specified above. 132 04 17 86 Page 2 1 1 1 1 1 a 1 1 1 132.3 Measurement End Embankment material placed ad;acent to any portion Of any structure or above the top of any culvert or similar struc- ture shall be free of any appreciable amount of gravel or stone particles and thoroughly compacted by mechanical compaction equipment All accepted embankment. when included in the contract as a separate pay item. will be measured in place and the volume computed In cubic yards by the method of average end areas No allowance will be made for shrinkage 132.4 Payment This item is usually subsidiary to excavation and or borrow and is not paid for separately However. when included in the contract as a separate pay stern. it shall be paid tor at the contract unit price bid for' Embankment' . which price shall be full compensation for all work herein specified, including the furnishing of all materials (except "Borrow when paid as a separate bid item). com- pacting. equipment. tools, labor. water for sprinkling proof rolling and incidentals necessary to complete the work Payment. when included in the contract as a separate pay Item, will be made under Pay Item No. 132: Embankment — Per Cubic Yard Pace 3 04 17 &0 132 201.1 Description It No. 201 Subgrade Preparation This item shall consist of scarifying, binding and rolling the subgrade to obtain a uniform texture and provide as nearly as practicable a uniform density for the top 6 inches of the subgrade. 201.2 Construction Methods All preparing of the right of way and/or clearing and grubbing shall be canpleted before starting the subgrade preparation. The subgrade shall be scarified and shaped in conformity with the typical sections and the lines and grades indicated or as established by the Engineer by the removal of existing material or addition of approved material. All unsuitable material shall be removed and replaced with approved material. All foundation, walls or other objectionable material shall be removed to a minimm depth of 18 inches under all structures and 12 inches under areas to be vegetated. All holes, ruts and depressicas shall be filled with approved material. The surface of the subgrade shall be finished to the lines and grades as established and be in conformity with the typical sections indicated. Any deviation in excess of 1/2 inch cross section and in a legth of 10 feet measured longitudinally shall be corrected by loosening, adding or removing material, reshaping and compacting by sprinkling and rolling. Sufficient subgrade shall be prepared in advance to insure satisfactory prosecution of the work. The Contractor will be required to set blue to for the subgrade on centerline, at quarter points and curb lines or edge of pavement at intervals not exceeding 50 feet. Subgrade shall be tested by proofrolling in conformity with rid NO. 236 PROOFROLLLIM prior to placing first course of base material. All suitable material removed may be utilized in the subgrade with the approval of the Engineer. All other material required for canpletion of the subgrade shall also be subject to approval by the Engineer. Subgrade materials on which structures shall be placed shall be compacted by approved mechanical tamping equipment to a density of the total material of not less than 95 percent nor more than 100 percent of the density as determined in accordance with SST Test Method Tex - 114 - E. Subgrade materials on which planting or turf will be established shall be compacted to a minimm of 85 percent of the density as determined in accordance with SIIIPT Test Method Tex- 114-E. Tests for density will be made as soon as possible after cmpacting operations are ccepleted. If the material fails to meet the density specified, it shall be reworked as necessary to obtain the density required. Prior to placing any base materials, density and moisture content of the top 6 inches of Impacted subgrade shall be checked and if tests show the density to be more than 2 percent below the specified minimm or the moisture content to be more than 3 percent above or below the optimm, the subgrade shall be reworked as necessary to obtain the specified ccngnaction and moisture content. 201 3 Kaasurerent All acceptable subgrade preparation will bermes-tired by the square yard. The measured area includes the entire width of the roadway for the entire length as indicated. 201 05/01/90 Page 1 Subgrade Preparation 201.4 Payment This item will be considered subsidiary to ITEM D. 110 STREET EXCAVATION or ITEM N0: 111 EXCAVATION unless included as a separate p y item in the contract. When included for payment, it shall be measured as specified above and paid for at the contract unit price bid for "Subgrade Preparation" which price shall be full compensation for all writ herein specified, including the furnishing of all materials, equipment, tools and labor and incidentals necessary to complete the wort. Payment, when included as a contract pay item, will be made under: Pay Item No. 201: Subgrade Preparation - Per Square Yard. ED Ref: 110, 111 201 05/01/90 . Page 2 Subgrade Preparation 1 1 ,.1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 210.1 Description This item shall consist of a crushed stone foundation course for surfacing, pavement or other base courses, furnished and installed on a prepared surface. .The "Flexible Base" shall be constructed as herein specified in one or more courses in conformity with the typical sections and to the lines and grades as indicated or as established by the Etgineer. 210.2 Material The material shall be crushed argillaceous limestone meeting the requirements hereinafter specified and shall consist of durable crushed stone and screened to the required particle size. The material shall be from approved sources. Testing of flexible base materials shall be in accordance with the following SIFT standard laboratory test procedures: 1) Preparation for Soil Constants and Sieve Analysis Tex -101 -E 2) Liquid Limit Tao -104 -E 3) Plastic Limit Tex -105 -E 4) Plasticity Index Tex -106 -E 5) Sieve Analysis Tex-110 -E 6) Wet Ball Mill Tex - 116 - E 7) Triaxial Test Tex -117 -E (Pt II) Base material will be stockpiled after crushing, tested by the testing agency designated by the Owner and reviewed by the Owner prior to being hauled to the project site. The material shall be well graded and when tested, shall meet the following requirements: Sieve Size Percent Retained 1 3/4 inch 0 7/8 inch 10-35 3/8 inch 30-50 No. 4 45-65 No. 40 70-85 Maxima Liquid Limit 35 Maxima Plasticity Index 10 Maxima Wet Ball Mill 50 Maxima increase in passing No. 40 20 percent from Wet Ball Mill Test Minima compressive strength when subjected to the triaxial test: 35 psi at 0' psi lateral pressure and 175 psi at 15 psi lateral pressure 210.3 Stockpiling, Storage and Managenent Item !b. 210 Plndble Base (1) Managing .9ggregates: Prior to stockpiling of aggregates, the area shall be cleaned of trash, weeds and grass and be relatively smooth. Stockpiles should be 210 05/01/90 Page 1 Flexible Base constructed to between 20,000 and 40,000 cubic yards in size. The size should be limited to the ability of the available equipment to construct, mix and test the pile. The stockpile shall be constructed utilizing equipment such as a scraper, a bottom dump or other acceptable equipment that allows spreading when dumped without rehandling. The stockpile shall be constructed to allow dump spreading in 1 direction only. Height of stockpile shall not exceed the capabilities of available machinery to make a full cut (bottom to top) on any of the 4 sides. The City will test a completed stockpile. Tne stockpile shall not be added to after it has been tested. The Contractor shall assure that only material from a City approved stockpile receives a weight ticket indicating an approved stockpile number. The liability for accuracy of the weight ticket, as to items such as stockpile number or an approved source, is solely that of the Contractor. Use full height cuts and mix the material during loading operations. The Inspector shall be given a weigh ticket at the time of delivery indicating the source, stockpile approval number and weight. (2) Test Sampling: The Contractor may choose the method of sample gathering for testing by City Testing Carsultants as follows: (a) The Contractor shall sake a full height cut from each side of the stockpile. The 4 samples are then combined and mixed into a single "test" specimen frail which the City's Testing Consultant can draw its samples. (b) As the stockpile is constructed, a perpendicular cut is to be made across the spreading direction at every 2 feet to 4 feet of height and the sample used to . start a "mini" stockpile. Repeat the process, in 2 feet to 4 feet increments of heights, until the stockpile and the "mini" stockpile are completed. The contractor shall provide access to samples from the "mini" stockpile, as tinder . (a) above, for the City's Testing Consultant to draw its samples. 210.4 Construction Methods (1) Preparation of Subgrade: "Flexible Base" shall not be placed until the Contractor has verified, by proof rolling, that the subgrade has been prepared and compacted in conformity with Item No. 201, "Subgrade Preparation" to the typical sections, lines and grades indicated. Any deviation shall be corrected and proof rolled prior to placement of aggregate. (2) First Case: Immediately before placing the base material, the subgrade shall be checked as to conformity with grade and section. The thickness of each base course shall be equal increments of the total base depth. No single course stall exceed six (6) inches compacted measure The material shall be delivered in approved vehicles and it shall be the responsibility of the Contractor that the required amount of specified material shall be delivered. Material deposited upon the sdbgrade shall be spread and shaped the same day unless otherwise approved by the Engineer. In the event inclement weather or other unforeseen circumstances render impractical spreading of the material during the first 24 hour period, the material shall be spread as soon as conditions allow. The material shall be sprinkled, if required, and "stall the be 210 05/01/90 Page 2 Flexible Base 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 (3) 210.5 tiaasurerte it 210.6 Payment 210 05/01/90 bladed, dragged and shaped to conform to typical sections as indicated. All areas and "nests" of segregated course or fine material shall be corrected or removed and replaced with well graded material. If additional binder is considered desirable or necessary after the material is spread and shaped, it shall be furnished and applied as required. Such birder material shall be carefully and evenly incorporated with the material in place by scarifying, harrowing, brooming or by other approved methods. The course shall be sprinkled as required to bring it to optimum moisture content and compacted to the extent necessary to provide not less than the percent density as hereinafter specified under " Density". In no case shall the base be worked at more than 2 percent above or below optima moisture. In addition to the requirements specified for density, the full depth of flexible base indicated shall be compacted to the extent necessary to remain firm and stable under construction equipment. After each section of flexible base is completed, tests as necessary will be made by the Engineer. If the material fails to net the density requirements, it shall be reworked as necessary to net these requirements. Throughout this entire operation the shape of the base course shall be maintained by blading and the surface, upon completion, shall be smooth and in conformity with the typical section indicated and to the established lines and grades. In that area on which pavement is to be placed, any deviation in excess of 1/4 inch in cross section and in length of 16 feet nsesured longitudinally shall be corrected by loosening, adding or removing material, reshaping and recompacting by sprinkling and rolling. All irregularities, depressions or wok spots which develop shall be corrected immediately by scarifying the areas affected, adding suitable material as required, reshaping and recanpacting by sprinkling and rolling. Should the base course, due to any reason or cause, lose the required stability, density and finish before the surfacing is u_uuplete, it shall be recanpxicted and refinished at the sole expense of the Contractor. '-ding Courses: Construction methods shall be the same as prescribed for the first course. Blue tops shall be set by the Contractor for finished grade on the last course of base under curb and gutter, at a madam of 50 foot intervals. Blue tops shall also be set by the Contractor for finished base grade on centerline, intermediate points not exceeding 11 feet between points and at pavement edge if curb and gutter are not included in the work, at 50 foot intervals. (4) Density: Flexible base shall be compacted to not less than 100 percent density when tested in accordance with SOMPT Test Method Tex- 114-E. Field density determination shall be made in accordance with approved methods. Flexible base shall be tested by proofrollirg in conformity with ITEM NO. 236 PROOFROILIt3. "Flexible Base" will be measured at depths specified for the area indicated, by the square yard or by the cubic yard, ctoplete in place, as indicated in the bid. This item will be paid for at the contract unit price bid for "Flexible Base" which price shall be full compensation for all work herein specified, including the furnishing, hauling, placing and compacting of all materials, rolling, proof rolling, recmpacting and refinishing, for all Page 3 Flexible Base water required and for all equipment, tools, labor and incidentals necessary to complete the writ. Payment will be made under one of the following: Pay Item No. 210 - Flexible Base, In. - Per Square Yard. Pay It No. 210-8: Flexible Base - Per Cubic Yard. END Ref: 201, 236 210 05/01/90 Page 4 Flexible Base 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 230.1 Description This item shall consist of the compaction of subgrade. embankment. flexible base. surface treatments and asphalt surfaces by the operation of approved power rollers as herein specified and as directed by the Engineer. 230.2 Equipment (1) Embankments and Flexible Bases End Power rollers shall be of the 3- wheel. self - propelled type weighing not less than 10 Ions and shall provide a com- pression on the rear wheels of not less than 325 pounds per linear inch of wheel width All wheels shall be flat The rear wheels shall have a diameter of not less than 48 inches and each shall have a wheel width of not less than 20 inches (2) Surface Treatments and Pavements Item No. 230 Rolling (Flat Wheel) Power rollers shall be the 3 -wheel or tandem, self - propelled type, weighing not less than 3 tons nor more than 61ons All wheels shall be flat Rollers shall be equipped with an adequate scraping or cleaning device on each wheel Rollers used to compact asphalt mixture shall be equipped with a water system which will keep all tires uniformly wet In lieu of the rolling equipment specified, the Contractor may. upon written permission from the Engineer. operate other compacting equipment that will produce equivalent relative compaction in the same period of time as the specified equipment If the substituted compaction equipment fails to produce the desired compaction within the same period of time as would be expected of the specified equipment. as determined by the Engineer, its use shall be discontinued. Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer. 230.3 Construction Methods (1) Subgrades, Embankments and Flexible Base The subgrade or embankment layer or the base course shall be sprinkled if directed and roiling with a power roller shall start longitudinally at the sides and proceed towards the center. overlapping on successive trips by at least ' the width of the rear wheel of the power roller. On superelevated curves. rolling shall begin at the low sides and progress toward the high sides. Alternate trips of the roller shall be slightly different in length. The rollers. unless otherwise directed, shall be operated at a speed between 2 and 3 miles per hour. (2) Surface Treatments and Pavements Roiling shall be done to produce a satisfactory surface as called for in surface treatment and pavement items. The sequence of work shall be as indicated for embankment layer or base course The operating speed shall be deter- mined by the Contractor. 230.4 Measurement and Payment No additional compensation will be made for materials. equipment or labor required by this item but shall be considered subsidi- ary to the various items included in the contract. Page 1 04 17 86 23C 232.1 Description (3) ( Medium Pneumatic Tire Roller (Type B) 232.2 Construction Methods 232 Rev 09130187 Item No. 232 Rolling (Pneumatic Tire) This Item shall consist of the compaction of embankment, flexible base. surface treatments or pavements by the operation of approved pneumatic tire rollers as herein specified. (1) General Requirements When used on seal coats, asphaltic surface treatments and bituminous mixture pavements, the roller shall be self propelled and equipped with smooth tread tires with 45 psi tire pressure whether "Rolling (Light Pneumatic Tire)" or "Rolling (Medium Pneumatic Tire)" is specified. The roller shall be so constructed as to be capable of being operated in both a forward and a reverse direction. When used on bituminous mixture pavements. the roller shall have suitable provisions for moistening the surface of the tires while operating When tuming is impractical or detrimental to the work and when specifically directed by the Engineer, the roller shall be of the self - propelled type. In lieu of the rolling equipment specified, the Contractor may operate other compacting equipment that will produce equivalent relative compaction in the same period of time as the specified equipment. If the substituted compaction equipment fails to produce the desired compaction within the same period of time, its use shall be discontinued. Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer. (2) Light Pneumatic Tire Roller The light pneumatic tire roller shall consist of not less than 9 pneumatic tired wheels, running on axles in such man- ner that the rear group of tires will cover the entire gap between adjacent tires of the forward group and mounted in a ngid frame and provided with a loading platform or body suitable for ballast loading. The front axle shall be attached to the frame in such manner that the roller may be tumed within a minimum circle. The pneumatic tire roller under working conditions shall have an effective rolling width of approximately 60 inches and shall be so designed that by ballast loading the total bad may be varied uniformly from 9,000 pounds or less to 18,000 pounds or more. The roller shall be equipped with tires that will afford ground contact pressures to 45 pounds per square inch or more. The operating load and tire air pressure shall be within the range of the manufacturer's chart. The roller under working conditions shall provide a uniform compression under all wheels. Individual tire inflation pressures shall be within =5 psi of each other. The pneumatic lore roller shall be drawn by either a suitable crawler type tractor, a pneumatic bred tractor, a truck of adequate tractive effort or may be of the self - propelled type and the roller, -when drawn or propelled by either type of equipment, shall be considered a light pneumatic tire roller unit. Medium Pneumatic Tire Roller (Type A) The medium pneumatic tire roller (Type A) shall consist of not less than 7 pneumatic tired wheels, running on axles in such manner that the rear group of tires will cover the entire gap between adjacent tires of the forward group and mounted in a rigid frame and provided with a loading platform or body suitable for ballast loading. The front axle shall be attached to the frame in such a manner that the roller may be turned within a minimum circle. The pneumatic tire roller, under working conditions, shall have an effective rolling width of approximately 84 inches and shall be so designed that, by ballast loading, the total bad may be varied uniformly from 23.500 pounds or less to 50,000 pounds or more. The roller shall be equipped with tires that will afford ground contact pressures to 80 pounds per square inch or more. Individual tire inflation pressures shall be within =5 psi of each other. The operating load and tire air pressure shall be within the range of the manufacturer's chart. The pneumatic tire roller shall be drawn by either a suitable crawler type tractor. a pneumatic tired tractor. a truck of adequate tractive effort or may be of the self - propelled type. The roller, when drawn or propelled by any type of equipment, shall be considered a medium pneumatic tire roller unit. The power unit shall have adequate tractive effort to properly move the operating roller at variable uniform speeds up to approximately 5 miles per hour. The medium pneumatic tire roller (Type B) shall conform to the requirements for Medium Pneumatic Tire Roller (Type A) as specified above, except that the roller shall be equipped with tires that will afford ground contact pres- sures to 90 psi or more. Tire pressure is critical to successful operation of the roller. Contractor shall have equipment on the construction site to Inflate tires as required. Page 1 Rolling (Pneumatic Tire) The embankment layer or the base course shall be sprinkled if directed and rolling with a pneumatic tire roller shall start longitu- dinally at the sides and proceed towards the center, overlapping on successive tnps by at least : of the width of the pneumatic tire roller On superelevated curves, rolling shall begin al the low sides and progress toward the high sides. Alternate trips of the roller shall be slightly different in length. ` f The fight pneumatic tire roller shall be operated at speeds between 2 and 6 miles per hour for asphalt surfacing work and all other work. The medium pneumatic tire roller shall be operated at speeds which produce a satisfactory product. Sufficient rollers shall be provided to compact the material in a satisfactory manner. When operations are so isolated from one another that 1 roller unit cannot perform the required compaction satislactonly, additional roller unrts shall be provided. 232.3 IAsasurement and Payment No additional compensation will be made for matenals, equipment or labor required by this item, but shall be considered subsidi- ary to the venous items of the contract. End 232 Rev 09130187 1 1 1 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 Page 2 Rolling (Pneumatic Tire) 1 236.1 D (3) 236 05/01/90 It No. 236 Proofrolling This item shall consist of furnishing and operating heavy pneumatic tired compaction equipment for testing the compaction and stability of embankment, subgrade and flexible base courses. 236.2 Equipment (1) Standard Prnofroller: Proofrolling equipment shall have a body suitable for hailagt loading supported on a minima of two (2) axles with not more than two (2) pneumatic tired wheels per axle. Pneumatic proofrolling equipment with multiple pivotal axles and more than two tires along the front or rear axle axis shall have articulating axle supports to equally distribute the load to all tires over uneven surfaces. The proofroller unit shall have a minimum contact width of 7 -1/2 feet and shall be so designed that the gross roller weight may be varied by ballasting. The proofroller minimum gross weight shall be 25 tans. The tires shall be capable of operating under various loads with variable air pressures. The tires shall be smooth tread and shall impart a minimum ground contact pressure'of 75 pounds per square inch. The proofroller shall be drawn by a power train of adequate tractive effort or may be of a self- propelled type. The proofrolling equipment shall be equipped with a reverse mode transmission or be capable of turning 180 degrees in the street width. t7hen a separate power train is used to draw the proofroller, the power train weight shall not be considered in the weight of the proofroller. The per train shall be rubber -tired when rolling subgrade and base. A cleated or track -type poses train may be used on earth and rock embankments. (2) Alternate Equipment: With the written approval of the Engineer, the Contractor may utilize alternate equipment on embenknant courses, subgrade and base courses subject to the requirements of the standard proofroller except with respect to minima contact width, axle/tire arrargenant and tire tread. Alternate equipment for stability testing of embankments shall be restricted to equipment that can be shorn to impart a stress distribution on the embankment structure equivalent to or greater than the stress induced by the concentrated weight of a standard proofroller. Equipment Submittals: All standard proofrollets and proposed alternate equipment rust be approved by the Engineer prior to their use. The Contractor shall submit manufacturer's literature for the proofroller indicating the equipment weight, hallagt capacity, tire size /ply and the contact areecontact pressure for the full range of loadings and tire inflation pressures for the particular tires furnished. Alternate equipment submittals for stability testing of enbanlmnants shall be signed and sealed by a Texas registered Professional Engineer. 236.3 Construction Methods (1) General: The entirety of prepared surfaces to be tested by this method shall be proofrolled by a minimum of one pass of the proofroller tires. Nhen alternate Page 1 Proofrolling Acceptable limits of elastic and plastic deformation of prepared subgrade courses shall be set by proofrolling Test Sections of representative soil conditions previously tested and approved for density and moisture requirements of the governing subgrade and earth embankment items. Proofrolling of first course base over a plastic subgrade may be waived by the Engineer if it is determined that the prepared first course base will be damaged by the proofroller. (2) Roadway O nstruction: Subgrade, first course base and final course base shall be proofrolled in new roadway construction and in reconstruction of existing streets. Proofrolling of curb course base shell be substituted for proofrolling of final course base at the direction of the Engineer. Proofrolling may be waived by the Engineer where construction is limited to turn lanes, street widening less than 7 - 1/2 feet in width, or where the site is otherwise congested. (3) equipment is proposed and only one axle meets minim m requirements, only the qualifying axle shall be used to proofroll. If the operation of the proofroller stows an area to be unstable, the substandard area shall be brought to satisfactory stability and uniformity by additional curing, compaction, or by removal and replacement of unsuitable materials. The re -worked area shall then be proofrolled. Proofrollers shall be operated at speeds between 2 and 6 miles per hour or as directed by the Engineer. Trenches: Tenches shall be proofrolled where no limitations to the operation of the proofroller exist as may be determined by the Engineer subject to the provisions heraader. All trenches shall be proofrolled in new roadways or in existing roadways under reconstruction. Trenches shall be proofrolled at street subgrade elevation by longitudinal" and perpendicular passes of the roller as may be dictated by the width of the trench. Proofrolling of trenches in existing paved streets shall be limited to pavement cross - sec tions capable of sustaining the weight of the proofrolling equipment without imparting damage to the remaining pavement structure as determined by the Engineer. Trenches less than 4 feet in width shall be exerted of all proofrolling requirements. Only final course base shall be proofrolled in trenches 4 feet or wider but narrower than the proofroller contact width. Subgrade, first course and final case base shall be proofrolled in trenches 7 -1/2 feet or eider. (4) Edxmiment Castruction: flnbankment courses shall be proofrolled when density testing by nuclear and volumetric methods is inappropriate due to excessive rock content of the embankment material as directed by the Engineer. Stability testing of embankments constructed to the finished cross - section and elevation or to interim elevations as may be required by the Engineer shall be conducted with a standard proofroller or alternate equipment shown to impart a horizontal and vertical pressure distribution equivalent to or greater than those induced by a standard proofroller. 236.4 EIt and Payment 236 05/01/90 Page 2 Proofrolling 1 1 1 1 1 1 1 1 1 No direct payment will be made for the materials, equipment or labor required by this item, but shall be considered subsidiary to the various items included in the contract. END 1 1 1 301.1 Description This item shall consist of the requirements for oil asphalts, cut -back asphalts, road oils. emulsified asphalts, asphalt cement and other miscellaneous asphaltic materials. 301.2 Materials When tested according to State Department of Highways and Public Transportation Test Methods. the various materials shall meet the applicable requirements of this specification. (1) Asphalt Cement The material shall be homogeneous, free from water, shall not foam when heated to 350 F and shall meet the follow- ing requirements: Viscosity 140 F Poises Tests on residues from thin film oven test: Viscosity 140 F stokes Ductility 77 F 5 cms per min, cms Spot test (2) Latex Additive Test Solubility in tdchloroethylene, percent VISCOSITY GRADE Item No. 301 Asphalts, Oils and Emulsions AC -3 AC -5 AC -10 AC -20 AC -40 Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. 300 =100 500 =100 1000 =200 2000 =400 4000 =800 Viscosity 275 F stokes 1.1 — 1.4 — 1.9 — 2.5 — 3 5 — Penetration 77 F, 100g, 5 sec. 210 — 135 — 85 — 55 — 35 Flash Point, C.O.C. F 425 — 425 — 450 — 450 — 450 99.0 — 99.0 — 99.0 — 99.0 — 99 0 — — 900 — 1500 — 3000 — 6000 — 12000 100 — 100 — 70 — 50 — 30 Negative for all grades The minimum of 2 percent by weight, latex additive (solids basis) shall be added to AC -5 Asphalt when indicated. The latex additive shall conform to the following: The latex is to be an anionic emulsion of butadiene- styrene low- temperature copolymer in water, stabilized with fatty-acid soap so as to have good storage stability, and possessing the following properties Monomer ratio, BSS 70 30 Minimum solids content 67% Solids content per gal at 67% 5.3 lbs. Coagulum on 80 -mesh screen 0.1% maximum Type Anti - oxidant staining Mooney Viscosity of Polymer (M L 4 at 212 F)1 100 minimum pH of Latex 9.4 -10 5 Surface tension 28 -42 dynes cm' Brookfield Viscosity of Latex 1200 ps maximum at 67% solids Page 1 04.17.86 301 The finished latex - asphalt blend shall meet the following requirements: Viscosity at 140 F stokes 1500 maximum Ductility at 39 2 F.1 cm. per min. cm 100 minimum Cutback Asphalt Cutback Asphalt shall conform to the following table: CUTBACK ASPHALT RAPID CURING TYPE CUTBACK ASPHALT Type -Grade • RC -250 RC -800 RC -3000 Properties Minimum Maximum Minimum Maximum Minimum Maximum Water, percent — 0.2 — 0.2 — 0.2 Flash Point, T.O.C., F 80 — 80 — 80 Kinematic vis. (it 140 F, cst 250 400 800 1600 3000 6000 Distillation Test: Distillate, percentage by volume of total distillate to 680 F to 437 F 40 75 35 70 > 20 55 to 500 F 65 90 55 85 45 75 to 600 F 85 — 80 — 70 — Residue from Distillation Volume Percent 70 — 75 — 82 Tests of Distillation Residue Penetration, 100g 100 150 100 150 100 150 5 sec., 77 F Ductility, 5 cm,min. 100 — 100 — 100 77 F, cm Solubility in trichloroethylene, % 99.0 — 99.0 — 99.0 Spot Test ALL NEGATIVE MEDIUM CURING TYPE CUTBACK ASPHALT Type -Grade MC-30 MC -70 MC -250 MC -800 MC -3000 Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Water,% — 02 — 0.2 — 0.2 — 0.2 — 0.2 Flash Point, 100 — 100 — 150 — 150 — 150 — T.O.C., F Kinematic vis. (u 30 60 70 140 250 500 800 1600 3000 6000 140 F. cst. (3) The Distillate, expressed as percent by volume to total distillate to 680 F. shall be as follows: 301 04/17,86 Page 2 Off at 437 F — 25 — 20 — 10 — — — — Off at 500 F 40 70 20 60 15 55 — 35 — 15 Ott at 600 F 75 93 65 90 60 87 45 80 15 75 Residue from 680 F Distillation, , Volume Percent 50 — 55 — 67 — 75 — 80 1 1 1 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 1 Tests on Distillation Residue: Penetration at 77 F 1009, 5 sec. 120 250 120 250 120 250 120 250 120 250 Ductility at 77 F 5 cm/min, cms 100' — 100' — 100' — 100' — 100' — Solubility in trichloroethylene, % 99.0 — 99.0 — 99.0 — 99.0 — 99.0 — Spot Test ALL NEGATIVE 11 penetration of residue is more than 200 and ductility at 77 F is less than 100 cm, the material will be acceptable if its ductility at 60 F is more than 100. AE -P CUTBACK ASPHALT Type -Grade AE -P Properties Minimum Maximum Viscosity (a 122 F, SF, sec. 15 150 Sieve Test, % 0.1 Demulsibility, 50mL 0.1 N CaCI„ % 70 Storage Stability, 24 hr., % 1.0 TEST ON RESIDUE FROM CUTBACK DISTILLATION TO 680 F USINT RESIDUE FROM 500 F DISTILLATION % 40 Total Oils' from Distillation, % 20 35 Float @ 122 F on Residue from Cutback Distillation 50 200 Solubility in Trichlaroethylene, T 97.5 'Cumulative total from 500 F distillation of emulsion and distillation of residue by cutback distillation to 680 F. (4) Emulsions The material shall be homogenous. It shall show no separation of asphalt after thorough mixing and shall meet the viscosity requirements at any time within 30 days after delivery. ANIONIC EMULSIONS Rapid Setting Medium Setting Slow Setting Type -Grade RS -2 RS -2h MS -2 MS -2h MS-1 SS -1 Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Furol Viscosity at 77 F, sec. — — — — — — — — 30 100 30 100 Furol Viscosity at 122 F, sec. 150 400 150 400 100 300 100 300 — — Residue by Distillation, % 65 — 65 — 65 — 65 — 60 — 60 — Oil Portion of Distillate, % — 2 — 2 — 2 — 2 — 2 — 2 Sieve Test, % — 0.1 — 0.1 — 0.1 — 0.1 — 0.1 0.1 Miscibility (Standard Test) — — — — — — — — Passing Passing Coating — — — — — — — — Passing — — Cement Mixing, % — — — — — — — 2.0 Demulsibility 50 cc of N /10 CaCI„ % — — — — — — — 70 Demulsibility 35 cc of N.`50 CaCI„ % 60 — 60 — — 30 — 30 — — — — Storage Stability 1 day, % — 1 — 1 — 1 — 1 — 1 — 1 Page 3 04 17 86 301 ANIONIC EMULSIONS Rapid Setting Type -Grade RS-2 RS -2h MS -2 MS -2h MS -1 SS -1 Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Freezing Test, 3 Cycles ' — — Passing Passing Passing Passing Tests of Residue: Penetration at 77 F, 100g, 5 sec. 120 160 80 110 120 160 80 110 120 160 120 160 Solubility in Trichloroethylene, % 97.5 — 97.5 — 97 5 — 97.5 — 97.5 — 97 5 Ductility at 77 F. 5 cm'min, cms 100 — 100 — 100 — 100 — 100 — 100 'Applies only when Engineer designates material for winter use. Type -Grade Viscosity, Saybolt Furol at 77 F sec. Viscosity, Saybolt Furol at 122 F sec. Storage stability test, 1 day % Demulsibility, • 35 ml 0 8% sodium dioctyl sulfosuccinate Distillation: Oil distillate, by volume of emulsion. 301 04/17 86 Page 4 - 1 CATIONIC EMULSIONS Rapid Setting CRS -2 CRS -2h 40 — 40 — - 1 - 1 Medium Setting Slow Setting Medium Setting Slow Setting CMS -2 CMS -2h CSS -1 CSS -1h Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. 20 100 20 100 150 400 150 400 100 100 300 100 100 300 1 — 1 Coating. ability 8 water resistance: Coating, dry aggregate — good good Coating, after spraying — fair fair Coating, wet aggregate — fair fair Coating. after spraying fair fair Particle charge test : Positive Positive Positive Positive Positive Positive Sieve test % — 0.10 — 0.10 — 0.10 — 0.10 — 0.10 — 0.10 Cement Mixing test, % — 2.0 — 2 0 — 3 — 3 — 12 — 12 3 — — 3 Residue, % 65 — 65 — 65 — 65 60 — 60 — Tests on Residue from Distillation Test: Penetration. 77 F.100 g 5 sec. 120 160 80 110 120 200 80 110 120 160 80 110 Ductility, 77 F, 5 cm min, cm 100 — 100 — 100 — 100 — 100 — 100 — Solubility in trichtoroethylene, % 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 'The demulsibi1 ty test shall be made within 30 days from date of shipment. 1 1 1 1 1 1 1 1 _ 1 1 1 1 1 1 1 1 1 (5) (6) ( Fluxing Material Fluxing material shall be free from foreign matter and shall conform to the following: Properties Minimum Maximum Water, % — 0 2 Kinematic Viscosity at 140 F, cst 60 120 Flash Point, C.O.C., F 250 — Loss on Heating, 50g, 5 hrs at 325 F, % — 5 Asphalt Content of 85 to 115 penetration by vacuum distillation weight, % 25 — Pour Point. F — 60 Precoat Material Precoat material may consist of any one of the various types of asphaltic materials listed in this specification, approved by the Engineer, including "Special Precoat Material ". Special Precoat Material Properties Minimum Maximum Water, % — Flash, C.O.C., F 200 Kinematic Viscosity at 140 F, cst. 300 Distillation to 680 F: Initial Boiling point, F 500 Residue by weight, % 70 Penetration residue, 77 F, 1009, 5 sec 200 High Float Emulsions (8) Catalytically -Blown Asphalt Joint and Crack Sealer Type -Grade Page 5 0.2 500 300 HIGH FLOAT EMULSIONS Rapid Setting Medium Setting Type -Grade HFRS -2 AES-300 Properties Minimum Maximum Minimum Maximum Furol Viscosity at 77 F, sec. — — 75 400 Furol Viscosity at 122 F, sec 150 400 — — Residue by Distillation, % 65 — 65 — Oil Portion of Distillate, % — 2 — 7 Sieve Test, % — 0.1 — 0.1. Coating — — Passing Demulsibility 35 cc of N150 CaCI„ %- 50 — — — Storage Stability Test, 1 day, % — 1 — 1 Tests on Residue: Penetration at 77 F, 100 9, 5 sec. 100 140 300 — Solubility in Trichloroethylene, % 97 5 — 97.5 — Duchlity at 77.5 cm/min, cms 100 — — — Float Test at 140 F, sec. 1200 1200 — Catalytically -blown asphalt shall be uniformly blended with 10 percent diatomaceous earth filler which passes the No. 325 sieve. It shall form a suitable joint and crack sealer which may be melted to pouring consistency in the regular asphalt kettle at a temperature of approximately 450 F to 475 F. The material shall meet the following requirements: 68 -88 Pen 38 -45 Pen Minimum Maximum Minimum Maximum Penetration, 77 F, 100g, 5 sec 68 88 38 45 Penetration, 32 F, 200g, 60 sec 38 — — — Penetration, 115 F, 50g, 5 sec — 160 — — Softening Point, R & B, F 175 200 185 200 Flash, C.O.C., F 500 — 500 — 04 17 86 301 End 301 04/17 Page 6 Type -Grade Minimum Maximum 68 -88 Pen 38 -45 Pen Minimum Maximum Ducblily, 77 F. 5 cm/min, cms 5 — 3 — Flow, 140 F, cm — 0.5 — 0.5 Ash, Weight, % 8 - 8 — Settlement Ratio — 1 02 1 02 Brittleness Test, 32 F No Cracking No Cracking 301.3 Storage, Heating and Application Temperatures Asphaltic matenals should be applied at the temperature which provides proper and uniform distribution and with practical limits avoiding higher temperatures than necessary. Satisfactory application usually should be obtained within the recommended ranges shown below. No material shall be heated above the following maximum temperatures: Application and Mixing Heating and Recommended Storage Type -Grade Range, F Allowable, F Maximum, F AC- 5,10,20,40 275 375 350 AC -3 220 -300 350 350 AE 100 -140 140 140 RC -250 125 -180 200 200 RC-800 170 -230 260 260 RC -3000 215 -275 285 285 MC -30 70 -150 175 175 MC -70 125 -175 200 200 MC -250 125 -210 240 240 MC -800 175 -260 275 275 MC -3000 225 -275 290 290 Cat. Blown Asph 425 -475 500 500 Special Precoat Material 125 -250 275 275 SS -1, MS -1, CSS -1, CSS -1h 50 -130 140 140 RS -2, RS -2h, MS -2, MS -2h, CRS -2, CRS -2h, CMS -2, CMS -2h, HFRS -2, AES -300 110 -160 170 170 NOTE: Heating of asphaltic materials (except emulsions) constitutes a fire hazard to various degrees. Proper precautions should be used in all cases and especially with RC cutbacks. Warning to Contractors Attention is called to the fact that asphaltic matenals are very flammable. The utmost care shall be taken to prevent open flames from coming in contact with the asphaltic material or the gases of same. The Contractor shall be respon- sible for any fires or accidents which may result from heating the asphaltic materials 301.4 Measurement and Payment All asphaltic materials included in this specification will be measured and paid for conforming 10 the governing specifications for the items of construction in which these materials are used. 306.1 Description This Item shall consist of an application of asphaltic material on the completed base course and /or other approved areas in accordance with these specifications as directed by the Engineer. 306.2 Materials (1) Asphalt Materials The asphalt material for Prime Coat shall conform to the requirements of Cutback Asphalt, MC -30, Emulsion, MS -2 SS -1, Emulsion CSS -1 or AE -P, Item No. 301, "Asphalts, Oils and Emulsions ". (2) Water Water shall be furnished by the Contractor and shall be clean and free from industrial wastes and other objectionable matter. (3) Dispersal Agent Detergent shall be added to water and sprayed on surfaces to be primed in accordance with asphalt manufacturer's recommendations. 306.3 Construction Methods 306.4 Measurement Item No. 306 Prime Coat When, in the opinion of the Engineer, the base course or other surface is satisfactory to receive the prime coat, the surface shall be cleaned by sweeping or other approved methods as directed by the Engineer. The surface shall be lightly sprinkled with water just prior to application of the asphaltic material unless this requirement is waived by the Engineer. The Contractor shall submit a list of prime material(s) recommended to be applied on the work to the Engineer for approval. When emulsions are approved. a dispersal agent shall be added to the water before sprinkling. The asphaltic material shall be applied on the clean surface by an approved type of self - propelled pressure distributor operated so as to distnbute the prime coat at a rate ranging from 0.1 to 0.3 gallons per square yard of surface area. The material shall be evenly and smoothly distributed. During the application of prime coat, care shall be taken to prevent splattenng of adjacent pavement, curb and gutters or structures. The Contractor shall be • responsible for cleaning splattered areas. Prime Coat shall not be applied when the air temperature is below 60 F and falling, but it may be applied when the air tempera- ture is above 50 F and nsing; the air temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions, in the opinion of the Engineer, are not suitable. The distributor shall have been recently calibrated and the Engineer shall be furnished an accurate and satisfactory record of such calibration. After beginning the work, should the yield on the asphaltic material applied appear in error, the distributor shall be calibrated in a manner satisfactory to the Engineer before proceeding with the work. The Contractor shall be responsible for the maintenance of the surface until the work is accepted by the Engineer. No traffic hauling or placement of any subsequent courses shall be permitted over the freshly applied prime coat. All storage tanks, piping, retorts, booster tanks and distributors used in storing or handling asphaltic material shall be kept clean and in good operating condition at all times and they shall be operated in such a manner that there will be no contamination of the asphaltic material with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working order a recording thermometer at the storage heating unit at all times. The Engineer will approve the temperature of application based on the temperature - viscosity relationship that will permit applica- tion of the asphalt within the limits recommended in Item No 301, "Asphalts, Oils and Emulsions ". The recommended range for the viscosity of the asphalt is 100 to 125 centistokes. The Contractor shall apply the asphalt at a temperature within 15 F of the temperature specified in Item No. 301, "Asphalt, Oils and Emulsions ". Prime coat will be considered subsidiary to Item No. 340. "Hot Mix Asphaltic Concrete Pavement" unless included as a separate pay item in the contract. When included for payment, it shall be measured at point of delivery on the project in gallons at the applied temperature. The quantity to be paid for shall be the number of gallons used in the accepted prime coat. Page 1 04 17 86 306 306.5 Payment The work performed and materials furnished as prescribed by this item, when included as a contract pay item, will be paid for at / `. the unit price bid per gallon for "Prime Coat ", which price shall be full compensation for cleaning the base course or other sur- face, for furnishing, heating, hauling and distributing the pnme coat specified; for all freight involved and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under: Pay Item No. 306: Prime Coat — Per Gallon. End 306 04 86 Page 2 1 1 1 1 1 1 .1 1 1 1 1 1 1 1 1 1 1 1 340.1 Utscriptimi Item No. 340 Hot Mix Asphaltic Concrete Pavement This item shall govern for base, level -up, and surface causes composed of a compacted mixture of mineral aggregate and asphalt cement mixed hot in a mixing plant. The hot mix asphaltic concrete pavement shall be constructed on a previously completed and approved subgrade, base, concrete slab or existing pavement. 340.2 Materials Contractor shall furnish materials to net the requirements specified herein and shall be solely responsible for the giplity and consistency of the product delivered to the project. (1) Mineral Aggregate: Mineral aggregate shall be cam of course aggregate, fine aggregate and, if required or allowed, mineral filler. The combined mineral aggregate, prior to addition of asphalt and mineral filler, shall have a sand equivalent value of not less than 45 when tested in accordance with TEX- 203 -F. When. crushed gravel is used, the mixture shall have a retained stregth of 70 percent when tested in accordance with TEX -531 -C. Mineral aggregate from each source shall meet quality tests specified herein. (a) Coarse Aggregate Coarse aggregate shall be that part of the aggregate retained on the No. 10 sieve and shall consist of clean, tough, durable fragments of crushed stone or crushed gravel of uniform quality throughout. When coarse aggregate is tested in accordance with TeX- 217 -F, Part I, Separation of Deleterious Material, the amount of organic matter, clay, loam or particles coated therewith or other undesirable materials shall not exceed 2 percent. When the remaining part of the sample is further tested in accordance with TEX -217 -F Part II, Decantation, the amount of material removed shall not be more than 2 percent. Coarse aggregate (ench coarse aggregate when a bled of materials is used) shall have an abrasion of not more than 40 percent loss by weight when subjected to TEX,410 -A, Los Angeles Abrasion Test. Gravel shall be crushed so that 85 percent of particles retained on the No. 4 sieve have more than 1 crushed face when tested in accordance with TeX- 413-A, Particle Count. (b) Fine Aggregate: Fine aggregate shall be that part of the aggregate passing a No. 10 sieve and shall consist of sand, screenings or a combination thereof of uniform quality throughout. Field sand shall not exceed 20% by weight. Fine aggregate shall consist of durable particles free from injurious foreign matter. Screenings shall be of same or similar material as specified for coarse aggregate. The plasticity index of that part of fine aggregate passing a No. 40 sieve shall not be more than 6 when calculated in accordance with T C- 106-E. Fine aggregate from each source shall meet plasticity requirements. Hot Mix Asphaltic 340 02/19/92 Page 1 Concrete Pavement (2) Asphaltic Material (3) T eporary Pavement Markings: Tmporary pavement markings shall conform to ITEM 864, ABBREVIATED PAVEMENT MARKEN3S. 340.3 Paving Mixtures The Contractor shall submit to the Engineer a mix design reviewed, signed and sealed by a Texas registered Professional Engineer. Engineer shall review the submittal for specification compliance. Performance of the mix design shall remain the responsibility of the Contractor. 340 02/19/92 If used, stone screenings shall net the following grading requirements when tested in ccnfotnence to TEX- 200 -F, Dry Sieve Analysis. MATIMIAL PERCENT BY WEIGHT Retained on 3/8 inch sieve 0 Retained on No. 10 sieve 0 - 30 Retained on No. 200 sieve 85 - 100 Fine aggregate contained in coarse aggregate stockpiles shall meet the requirements above When a stockpile contains more than 5.0 percent by weight of aggregate passing the No. 10 sieve. (c) Mineral Filler: Mineral filler shall consist of thoroughly dry stone dust, slate dust, Portland Cement, fly ash, lime or other mineral dust approved by the Engineer. Mineral filler shall be free from foreign and other injurious matter. Fines collected by a baghcuse or other air cleaning or dust collecting equipment may be permitted in amounts up to 2 percent of the required filler content. When these fines are permitted, they shall be introduced in the same manner prescribed for other mineral fillers to ensure a uniform mixture. When tested by TEX- 200 -F, Dry Sieve Analysis, mineral filler shall meet the following grading requirene ts: MAII1IAL PERCENT BY WEIGHT Passing No. 30 Sieve 95 - 100 Passing No. 80 Sieve, not less than 75 Passing No. 200 Sieve, not less than 55 (a) Asphalt: Asphalt shall conform to Item 301, ASPHALTS, OILS AND EMULSIONS; AC-20. (b) Prime Coat: Prime coat shall conform to Item 306, MIME COAT. (c) lack Coat: Tack coat shall conform to ITEM 307, TACK COAT. Hot Mix Asphaltic Page 2 Comm? F n rrnrnr 1 1 1 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 1 SIEVE GRADATION 1 X Pi(RBGATE by WEIGHT MIMURE TYPE* A B C D F Passing 2" Sieve Passing 1 -3/4" Sieve 100 95-100 Passing 1" Sieve 100 Passing 7/8" Sieve 95-100 100 Passing 5/8" Sieve 95-100 Passing 1/2" Sieve 100 Passing 3/8" Sieve 85-100 100 Passing No. 4 Sieve 95-100 Passing 1 -3/4" Sieve; Retained 7/8" Sieve 16-42 Passing 7/8" Sieve; Retained 5/8" Sieve 8-25 Passing 7/8" Sieve; Retained 3/8" Sieve 16-42 Passing 5/8" Sieve; Retained 3/8" Sieve 10-30 16-42 Passing 3/8" Sieve; Retained No. 4 Sieve 10-26 11 -35 11 -37 21 -53 Passing No. 4 Sieve; Retained No. 10 Sieve 5-21 5-26 11 -32 11 -32 58-73 Total Retained No. 10 Sieve 68-84 58-74 54-72 54-70 Passing No. 10 Sieve; Retained No. 40 Sieve 5-21 6-32 6-32 6-32 6-26 Passing No. 40 Sieve; Retained No. 80 Sieve 3-16 4-21 4-27 4-27 3-13 Passing No. 80 Sieve; Retained No. 200 Sieve. 2 -16 3-21 '3-27 3-27 2 -11 Passing No. 200 Sieve 1-8 1-8 1-8 1-8 1-8 % Asphaltic Material by Height 3.5 -7.0 3.5 -7.0 3.5 -7.0 4.0-8.0 3.5 -6.5 *M M1FE TYPES TYPE A - Coarse Graded Base Course TYPE B - Fine Graded Base or Level -up Course TYPE C - Course Graded Surface Course TYPE D - Fine Graded Surface Course . TYPE F - Extra -Fine Graded Surface Course 1 1 1 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (1) Mix Design: The mix shall be designed in accordance with TEX- 204 -F, Part III (utilizing TEX- 227 -F, Rice Method) and SDHPT Bulletin C-14. Trial mixtures of the Laboratory Design shall be produced and tested utilizing the proposed project materials and equipment. Deviations in the aggregate gradation or asphalt content from the Laboratory Design, if any, unique to the actual project's materials and equipment shall be reported in the submittal as Plant Results. Contractor shall submit the Laboratory Eesign or the Plant Results aggregate gradation and asphalt content as the Job Mix Formula. Plant Results of trial mixtures shall be unique to the equipment used. The Plant Results of one drum or botching unit shall not be used for another unit. (2) Types: The blend of coarse aggregate, fine aggregate, and mineral filler, if required or allowed, shall conform to the master gradation for the type mixture specified in conformance to TEX- 2004, Dry Sieve Analysis. 340 02/19/92 Hot Mix Asphaltic Concrete Pavement (3) Toler-woes. Fluctuations in the gradation and asphalt content of the Job Mix Formula shall not vary by more than the following but shall be limited to the range of the master gradation as determined by TEX- 210-F. SIEVES PERCENT BY wEICNr Passing 2" Sieve to Total Retained No. 10 Sieve + 5 Passing No. 10, Retained No. 40 to Passing No. 200 Sieve + 3 Asphalt Content + 0.5 (4) Stability and Density: Mixture shall be designed at or near optbnm density as indicated. The laboratory mixture shall be molded in accordance with TEX- 206 -F and the bulk specific gravity determined in accordance with TEX- 207 -F with the following percent of =CU= theoretical density as measured by TEX- 227 -F and stability conforndng to TEX- 203-F: 340 02/19/92 LABORATORY DENSITY (X) MIN. I MAX. '94.5 1 97.5 1 1 OPTIMIti LABCRATORY DENSITY (X) 97: Local Streets 96: All Others STABILITY 35-55: local Street 37 -55: All Others 340.4 Equipment All equipment used for the production, placement and compaction of the mixture shall be maintained in good repair and operating conditions to the satisfaction of the Engineer. All equipment shall be made available for inspection. (1) Mixing Plants: Plants may be of the weigh -batch or drun -mix type equipped with suitable material conveyers, aggregate proportioning devices, dryers, bins, dust collectors and sensing and recording devices as appropriate for the mixing plant type. (2) Spreading and Finishing Paving Machine: The paving machine shall be self- propelled and equipped with a vibratory heated screed capable of producing a finished surface meeting the requirements of the typical street cross - section and surface tests. Extensions to the screed shall have the same heating and vibratory capabilities as the primary unit. The paving machine shall be equipped with an automatic dual longitudinal screed control system and a transverse screed control system. The longitudinal controls shall be capable of operating from any longitudinal grade reference including a stringline, ski, mobil stringline or matching shoe. Unless otherwise shown on the plans, the Contractor shall use any one of these grade references. The Contractor shall furnish all labor and equipment required for grade reference. (3) Rollers: Contractor shall select rollers conforming to ITEM 230, ROLLING (FLAT WHEEL) and T1104 232, ROLLThZ3 (PNEUMATIC TIRE). Hot Mix Asphaltic Page 4 Concrete Pavement 1 ;1 1 1 1 1 1 1 1 (1 1 1 1 1 1 1 1 1 1 (4) Motor Grader. When approved by the Engineer, a self- propelled motor grader may be used. (5) Straightedge: Contractor shall provide an acceptable 10 foot straightedge for surface testing. 340.5 Stockpiling lutes Aggregates shall be stockpiled in sizes to facilitate blending. If the aggregate is not stockpiled on a hard, non - contaminant base, the bottom 6 inch layer of the stockpiles shall not be used without re- cleaning the aggregate. Where space limited, stockpiles shall be' separated by vans or other appropriate barriers. Aggregate shall be stockpiled and protected from the weather a minin m of 24 hours prior to use to minimize free moisture content. When stockpiles are too large to protect from the weather, accurate and continuous nears acceptable to the Engineer shall be provided to monitor aggregate temperature and moisture. Aggregates shall be stockpiled and handled such that segregation and contamination are minimized. No stockpile shall contain aggregate from more than one source. 340.6 Mixture Temperature Contractor shall select a target discharge temperature between 250° F and 350 °F for the mixture suitable to weather and project conditions. The target temperature shall be reported to the Engineer daily. The mixture temperature shall not vary by more than 25° F from the target temperature upon discharge from the mixer. No mixture at the project cooler than 50° F from target temperature shall be placed. 340.7 Mixture Storage Temporary material storage in surge bins may be used during a day's production. When approved by the Engineer, overnight storage in insulated storage bins or silos may be used provided that material temperature and physical properties are not adversely affected. Mixtures with hardened lumps shall not be used. Stored mixtures shall not be exempted of any requirements provided by this specification. 340.8 Mixture Moisture Content Mixture produced from any plant shall not have a moisture content in excess of 3/4 percent by weight when discharged from the mixer. The moisture content shall be determined in accordance with TE2C- 212 -F, Part II except that the sample shall be left in the oven a total of not less than 4 hours. 340.9 Construction Methods Contractor shall be responsible to produce, transport, place and compact the specified paving mixture to the requirements of this specification and to provide a safe environment for inspection personnel to take samples and inspect the equipment. Any material delivered to the project that by visual inspection can reasonably be expected not to net specification requirements (i.e. segregated or burned material, deficient or excess asphalt, low mixture temperature, visible contaminants, etc.), as determined by the Engineer, shall not be used or left in place. Equipment shall be inspected prior to use and if found to be defective or in an operating condition that could potentially affect the quality of the finished pavement, as 340 02/19/92 Hot Mix Asphaltic Page 5 Concrete Pavement determined by the Egineer, its use shall not be allowed. Leakage of fuels, oils, grease, hydraulic or brake fluids or other contaminants onto the prepared surface or newly -]aid mat shall not be allowed. The asphaltic material, when placed with a spreading and finishing machine, shall not be placed When the air temperature is below 50 °F and is falling, but it may be placed when the air telperature is above 40 °F and is rising. The paving mixture, when used as a level -up course or when placed with a motor grader, shall not be placed when the air temperature is below 60 °F and is falling, but it may be placed When the air temperature is 50 °F and rising. Mat thickness of 1 -1/2 inches and less shall not be placed when the temperature of the surface on which the mat is to be placed is below 50 °F. The temperature shall be taken in a shaded area away from artificial heat. Surfaces to be paved shall be finished, primed, cured, broomed and tacked, as appropriate, to the satisfaction of the Engineer. Paving material adjacent to castings and curb and gutter shall be finished uniformly high not to exceed 1/4 inch above the casting or gutter lip. Longitudinal joints in the mat shall placed to coincide with lane lines Transverse joints on through, non -local street pavements shall be offset a minimum of 5 feet. Steel wheel compaction shall be terminated before the at cools below 175° F. Light to medium weight pneumatic rollers not exceeding 15 tons or of a weight that may not otherwise induce fragmentation and deeanpactien of the net may be used after the mat cools below 175° F. Pavement shall be opened to traffic as soon as possible after tenporary payment nerktngs or permanent markings are in place as indicated or directed by the Engineer. Construction traffic allowed an pavements open to the public will be subject to all Laws governing traffic an streets and highways. 340.10 Saapling and Testing The asphalt mixture shall be tested daily at the project site to check for conformance to specification requirenants. Engineer shall dete udne sample .locations based on the Contractor's daily anticipated production and the random number method of TEK- 225 -F. Each day's anticipated production shall be sectioned into three equal single -pass, sub -area lots. Each day's sample locations shall be equally distributed over the three subareas. Unless Unless otherwise approved by the Engineer, a mininun of three bag samples and three correlating cores will be obtained for each day's production. The primary sampling point for the bag samples shall be at the paving machine anger. Gradation, asphalt content and stability shall be reported for each of the bag samples. The stability value reported for each of the bag samples shall be the average of 3 tests per bag. Pavement thickness and density shall be determined by 6-inch cores. One core shall be taken for every 2,000 single -pass square yards with a mint= of 3 for all projects. One core shall be taken at the same station and pass sampled for each of the beg samples. For each day's placement, density of cores for which no corresponding bag samples were taken shall be determined by using the average maximum theoretical density of the day's three beg samples or as may otherwise by deemed appropriate by the Engineer. Engineer may alter, increase or waive testing schedule to ensure material and workmanship compliance with specification requirements. Acceptability of the completed pavement shall be based on the average of test results for the project as defined in Article 340.11, Acceptance Plan. When in the opinion of the Engineer test results appear inappropriate, additional testing may be authorized. Bag samples shall be taken during lay -down operations. Cores shall be taken within 48 hours of paving unless otherwise authorized by Engineer. Pavements that will not be cored within 48 hours shall be closed to public and construction traffic. 340 02/19/92 Hot Mix Asphaltic Page 6 Concrete Pavement 1 1 1 1 1 1 1 1 �1 1 1 1 1 1 1 1 1 1 340 11 Acceptance Plan For the purpose of the Acceptance Plan only, "project" shall be defined to be, for each of the mixture types specified, the total quantity to be used or portions thereof as determined by the - Engineer when paving operations are staged due to traffic considerations, changes to the Job Mix Formula, phasing of large projects, or other factors affecting the consistency in the production, lay -down /comgaction, use of completed portions, and aging of in - place material. Acceptability of the completed pavement shall be based on the average of a minimum of 3 tests per project for each of the mixture types specified. Pay adjustments for two or more acceptance factors shall be cumulative. Pay adjustments of 100X. unit price reduction shall require removal and replacement of the work. Replacement materials shall be subject to all requirements of this specification. Alternatively, Engineer may allow the work to retain in place without payment provided that the work is warranted for an extended period and under conditions as determined by the Engineer. (1) kn- Pay - Adjustment Acceptance Factors: 340 02/19/92 (a) Surface Characteristics: All pavements except local streets shall be tested for smoothness. Surfaces shall be tested with a 10 foot straightedge parallel to the roadway centerline and perpadicular to the centerline on flat, cross-slope sections. Maximum allowable deviation in 10 feet shall be 1/8 inch parallel to the centerline and 1/4 inch perpendicular to the centerline. Sections exceeding these maximums shall be corrected to the satisfaction of the Engineer. The completed surface must meet the approval of the Engineer for surface smoothness, finish and appearance. (b) Stability: Stability test results shall be used as indicators of potential problems. Where stability test results fall outside the range indicated below, additional tests shall be taken as directed by the Engineer for further evaluation and monitoring of the paving mixture. When, in the opinion of the Engineer, the stability is deemed unacceptable for the intended use of the pavement, the paving mixture shall be removed and replaced to the limits indicated by test results or may be left in place on conditions acceptable to the Engineer. USE SIABIITIY VALUE Loral Streets All Others BVEEM crattrrrrP =EUE 35-55 37 -55 (c) Limited Areas: Irrespective of an acceptable overall project average for any or all of the Pay - Adjustment Acceptance Factors, limited substandard portions of the work, as determined by the Engineer, shall be remedied or removed and replaced to the satisfaction thereof. (2) Pay- Adjustmatt Acceptance Factors: Contract unit prices shall be adjusted for paving mixtures that fail to meet acceptance criteria for gradation, asphalt content, density and mat thickness in accordance with the following: Hot Mix Asphaltic Page 7 Concrete Pavement Job Mix Formula + 0.50 + 1151 to + 0.60 + - 0.61 to + 0.70 - 0.61 to - 0.70 Over + 0.70 *PERCENT DENSITY Above 97 92 to 97 91.9 to : :.1 Less than 88.1 340 02/19/92 atM TICK SMEFTANaE SEIMULE (TEX-210 -F) 100;Rerove and Replace 0 0.625 per 0.10% deficiency in density 100;Remove and Replace *Core bulk density divided by max. theoretical density VARIANCE PERCENT OF THICKNESS 0 -10 10.1 - 16 16.1 - 25 25.1 - 33 Over 33 DEVIATION FROM PERCENT CONTRACT irr SIEVE JOB MIX FCRMERA PRICE RFDUCTICU Total retained on No. 10 + 5.0 0 5.1 + 10 Passing No. 200 + 3.0 0 3.1 + 5 ASPHALT C ni r AOCEPrAFIE SCHEDULE (7EX 210 Deviation from the 1 Percent Contract Unit Price Reduction Local Streets* All Others 0 15 25** 100; Rerove and Replace 100; Remove and Replace *A local or residential street that serves as access to a residence or other abutting property. **If the street has an ADr of 500, or less, with IX, or less, of truck traffic, plus a 2 year warranty; otherwise, Remove and Replace. EMMY AOCEPPANCE SCHEME (1 207 F11EX- 227 - 0 25 100; Rerove and Replace 100; Remove and Replace 100; Remove and Replace Percent Contract Unit Price Reduction 1 -1/2" Thickness or Greeter .Less than 1 -1/2" Thickness TBICEGE S AOCPPrANE SC®[HB 100; Remove and Replace 0 0.50 per 0.10 deficiency in density 100, Rerove and Replace PERCENT CONTRACT wrr PRICE it xxx 'ION 0 20 40 45 100; Remove and Replace or mill/overlay 1" minim= Hot Mix Asphaltic Page 8 Concrete Pavement t 1 1 1 1 1 1 1 1 1 l 1 1 1 1 1 1 1 1 1 1 The Density Acceptance Schedule will not apply to small parking lots and other irregularly shaped arms in which it is difficult to properly roll. It vill apply to utility trenches 4 feet or wider. Core thicknesses greater than plan requirements shall be factored into calculation at plan required thickness. If total thickness of lift(s) proves to be less than required, Contractor may remove and replace or overlay deficient areas as agreed by Engineer. Overlays shall be a thickness not less than 1 inch. Overlays shall require milling of asphalt adjacent to concrete curb and gutters. 340.12 Maasaaent Method A: Asphaltic concete pavement shall be measured by the ton (2,000 pounds) of asphaltic concrete payment of the type actually used in completed and accepted work in accordance with plans and specifications. Measurement of tonnage shall be made on approved truck scales. Method B: Asphaltic concrete pavement stall be measured by the square yard of specified total thickness of the type paving mixture actually used in completed and accepted work in accordance with plans and specifications. Multiple lifts of the same type shall be considered as one for square yard memrement purposes. 340.13 Payment Vork performed and materials furnished as prescribed by this item and measured as provided tinder "Measurement" will be paid for at the unit prices bid or pay adjusted unit price for HOT MIX ASPHALTIC CONCRETE PAVEMENT, of types and thicknesses specified, which prices stall be full cxipansation for furnishing all labor, equipment, time, materials and incidentals necessary to complete the work. Prime coat, tack coat, sawcutting and temporary pavement markings will not be measured or paid for directly but shall be considered subsidiary to ITEM 340, HOT MIX ASPHALTIC ()WORM PAVEI4SIT unless included as a separate pay item in Contract. Payment for work meeting specifications will be made under one of the following: EN Pay Item Ib. 340-A: Hot Mix Asphaltic Concrete Pavement, Type , Level -up Course - Per . Ton Pay Item /b. 340-8: Hot Mix Asphaltic Concrete Pavement, in., Type - Per Square Yard. — — Ref: 230, 232, 301, 306, 307, 864, 1804 340 02/19/92 Hot Mix Asphaltic Page 9 Concrete Pavement 360.1 Description This item shall consist of a pavement and /or base of Portland Cement concrete, with or without reinforcement as indicated, with or without monolithic curbs, constructed as herein specified, on prepared subgrade or base course in conformity with the thickness and typical cross sections indicated. Concrete to be considered of satisfactory quality provided it is made (a) of materials accepted for job, (b) in the proportions established by the Contractor and (c) mixed, placed, finished and cured in accordance with the requirements of this specification. 360.2 Materials (1) Ceinentitious Materials Portland cement shall conform to ASTM C 150, Type 1 (General Purpose) and Type III (High Early Strength). Type 111 cement shall be used when high early strength concrete is indicated. If the use of high early cement is not specified and the Contractor desires to use it, he shall obtain written permission from the Engineer prior to its use and shall assume all additional costs incurred by the use of such cement. All cement shall be of the same type and from the same source for a project unless wntten permission if first received from the Engineer. Bulk or sacked cement may be used and a bag shall contain 94 pounds net. All bays shall be in gaud condition at the time of inspection. Bulk cement shall be weighed on approved scales as herein prescribed. All cement shall be stored in a suitable weather tight budding or bin which will protect the cement from dampness. The cement shall be so stored as to provide easy access for proper inspection. Any cement which has become partially set or which contains hard lumps or cakes or cement salvaged from discarded or used bags shall not be used. Fly ash (denoted by Texas DOT designations Type A and Type B) may replace 20 to 35 percent of a mix design's Portland cement content by absolute volume. Fly ash shall not be used in mix designs with less that five (5) sacks of Portland cement per cubic yard unless specifically permitted by the contract plans of project manual. Fly ash shall conform to the requirements of Item 405, "Concrete Admixtures ". (2) Admixtures Concrete admixtures conforming to Item No. 405, "Concrete Admixtures" may be used when approved by the Engineer to minimize segregation, improve workability, reduce the amount of mixing water and to provide normal hot weather concreting provisions. The use of admixtures shall not alter the approved mix designs, except for water content. (3) Coarse Aggregate Item No. 360 Concrete Pavement Coarse aggregate shall consist of durable particles of gravel, crushed blast furnace slag and/or crushed stone of reasonably uniform quality throughout, free from injurious amounts of salt, alkali, vegetable matter or other objectionable material, either free or as an adherent coating on the aggregate. It shall not contain more than 0.25 percent by weight of clay lumps nor more than 1.0 percent by weight of shale nor more than 5.0 percent by weight of laminated and /or friable particles when tested in accordance with Texas DOT Test Method Tex - 413 -A. Coarse aggregate shall have a wear of not more than 45 percent when tested according to Texas DOT Test Method Tex -410 -A and when tested by standard laboratory methods shall meet the following grading requirements. 360 112/17/93 1 Concrete Pat meld Retailed on 1 3/4 inch sieve 0% Retained on 1 1/2 inch sieve 0 to 5% Retained on 3/4 inch sieve 30 to 65% Retained on 3/8 inch sieve 70 to 90% Retained on No. 4 sieve 95 to 100% Loss by Decantation Texas DOT Test Method 'Tex- 406 -A. 1.0% Maximum in the case of aggregate made primarily from crushing of stone. If the material finer than the 200 sieve is definitely established to be the dust of fracture essentially free from clay or shale as established by Part III of Texas DOT Test Method Tex - 406 -A, the percent may be increased to 1.5. When the plans do not require a monolithic pour of curb or curb and gutter, the Contractor may elect to use the following gradation of coarse aggregate for curb or curb and gutter. Retained on 1 1/2 inch sieve 0% Retained on 3/8 inch sieve 5 to 30% Retailed on No. 4 sieve 75 to 100% Where the coarse aggregate is delivered on the job in 2 or more sizes or types, each type and /or size shall be batched and weighed separately. All aggregates shall be handled and stored in such a manner as to prevent size segregation and contamination by foreign substances and maintain as nearly as possible in a uniform condition of moisture. When segregation is apparent, the aggregate shall be remixed with suitable equipment as required. At lime of its use, the aggregate shall be free from frozen material and aggregate containing foreign materials will be rejected. Coarse aggregate that contains more than 0.5 percent free moisture by weight shall be stockpiled for at least 24 hours prior to use. Adequate storage facilities shall be provided for approved materials. The intermixing of nonapproved materials with approved materials either in stockpiles or in bins will not be permitted. Aggregates from different sources shall be stored in different stockpiles unless otherwise approved by the Engineer. (4) Fine Aggregate Fine aggregate shall be free from injurious materials of salt, alkali or vegetable matter. It shall not contain more than 0.5 percent by weight of clay lumps. When subjected to the color test for organic impurities, Texas DOT Test Method Tex - 408 -A, the fine aggregate shall not show a color darker than standard. The fine aggregate shall have a tensile strength of mortar equal to or greater than the strength of standard Ottawa sand mortar when tested in accordance with Texas DOT Test Method Tex - 317 -D. Unless specified otherwise, fine aggregate shall meet the following grading requirements. Retained on 3/8 inch sieve 0% Retained on No. 4 sieve 0 to 5% Retained on No. 8 sieve 0 to 20% Retained on No. 16 sieve 15 to 30% Retained on No. 30 sieve 35 to 75% Retained on No. 50 sieve 70 to 90% Retained on No. 100 sieve 90 to 100% Retained on No. 200 sieve 97 to 100% Fine aggregate will be subjected to the Sand Equivalent Test, Texas DOT Test Method Tex - 203 -F. The sand equivalent value shall not be less than 80. 360 112/19/93 2 Concrete Pavement 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (5) Mineral Filler Mineral filler shall consist of clean stone dust, crushed sand, crushed shell or other approved inert material It shall meet the following requirements when tested in accordance with Texas DOT Test Method Tex - 401 -A: Retained on No. 30 sieve 0% Retained on No. 200 sieve 0 to 35% Where fine aggregate is delivered to the job in 2 or more sizes or types, each type and /or size of material shall be batched and weighed separately. Where mineral filler is used, it shall be batched and weighed separately. At the lime of its use the fine aggregate shall be free from frozen material and aggregate containing foreign material will be rejected All fine aggregate shall be stockpiled for at least 24 hours prior to use. (6) Mixing Water Water for use in concrete and for curing shall be free from oils, acids, organic matter or other deleterious substances and shall not contain more than 1,000 parts per million of chlorides as CI nor more than 1,000 parts per million of sulfates as SO4. Water from municipal supplies approved by the State Health Department will not require testing Contractor shall sample and test water from other sources and submit test results to the Engineer for approval 10 days prior to proposed use. Tests shall be made in accordance with "Standard Method of Test for Quality of Water to be used in Concrete ", AASHTO Method T -26. (7) Transit -mixed Concrete The use of transit -mixed (ready - mixed) concrete will be permitted by the Engineer provided the balching plant and mixer trucks meet requirements of quality specified herein. When ready -mixed concrete is used, additional mortar (1 sack cement, 3 parts sand and sufficient water) shall be added to each batch to coat the drum of the mixer or agitator truck. Delivery of concrete to the site of the work and its discharge from the truck mixer, agitator or nonagitating equipment shall be in accordance with the requirements of Item No. 410, "Concrete Structures ". Ready - mixed concrete, batchlrtg plant and mixer truck operation shall include the following: (a) A ticket system will be used that includes a copy for the construction inspector. The ticket will have machine stamped lime /date of the concrete batch, weight of cement, sand and aggregates; exact nomenclature and written quantities of admixtures and water. Any item missing or incomplete on the ticket may be cause for rejection of the concrete. (b) Sufficient trucks will be available to support continuous slab ptaceinenls. The Contractor will satisfy the Engineer that adequate standby trucks are available to support monolithic placement requirements. (c) A portion of the mixing water, required by the batch design to produce the specified slump, may be withheld and added at the job site but only with the permission of the Engineer and under the Inspector's observation. When water is added under these conditions, it will be thoroughly mixed before any slump or strength samples are taken. (8) Joint Sealer Unless otherwise shown on the plans, joint sealant for concrete pavement used on airport runways and/or taxiways shall be Texas DOT Class 5. All other joint sealant shall be Texas DOT Class 2. Moll 112/19/93 3 Concrete Patcment As a minimum, the joint sealant shall comply with the following. The manufacturer of the joint sealant shall furnish certification that the product to be supplied meets or exceeds the specification. (a) Class 2 (Hut Poured Rubber - Asphalt). This sealer shall be a rubber - asphalt compound which when heated shall melt to the proper consistency for pouring and shall solidify on cooling at atmospheric temperatures. The sealer must be compatible with asphaltic concrete. The material shall have the following properties when tested in accordance with Test Method Tex - 525-C: Penetration, 77° F, 150 grams, 5 seconds, max. 90 mm Flow ,5 hours, 140 F, 75 degree incline, max. 3 mm Resilience at 77° F, original material, min. 60 percent Bond, 3 cycles at -20° F - - There shall be no crack in the joint sealing material or break in the bond between the sealer and the mortar blocks over 1/4 inch deep for any of the specimens after completion of the test. (b) Class 5 (Low Modulus Silicone Sealant for Concrete Pavement). This material shall be furnished in a one part silicone formulation which does not require a primer for bond to concrete. A backer rod shall be required which will be compatible with the sealant. No bond or reaction shall occur between the rod and sealant. The sealant shall adhere to the sides of the concrete joint.. It shall not crack or break when exposed to temperatures below 32° F. The sealant material shall have the following properties: (9) Backer Rod (10) Joint Filler Color Gray Flow, MIL- 2- 8802D, Sec 4.8.4, max 0.2 Working time, minutes 10 Tack -free time at 77 F +/- 2 F, MIL- 2- 8802D, Sec 4.8.7, minutes 60 Cure time at 77° F, days 7 -14 Full Adhesion, days 14 -21 As Cured - after 7 days at 77 F and 40% Relative Humidity Elongation, minimum percent 1200 Durometer Hardness, Shore A, ASTM D 2240, min 15 Joint movement capabihly,percent +100/ -50 Tensile Strength, maximum elongation, percent ' 100 Peal strength, psi 25 Backer Rod shall be expanded closed cell polyethylene foam compatible with sealant. No bond or reaction shall occur between rod and sealant. Backer Rod shall be of sufficient width to be in compression after placement. Boards for expansion joint filler and for contraction and longitudinal Joints shall be of the size, shape and type indicated. Board shall be obtained from Redwood, Cypress, Gum, Southem Yellow Pine or Douglas Fir timber. They shall be solid heartwood and shall be free from sapwood, knots, clustered birdseye, checks and splits. Occasional sound or hollow birdseye, when not in clusters, will be permitted provided the board is free froin any other defects that will impair its usefullness as a joint filler. With the exception of Redwood and Cypress, all boards shall have a creosote or pentachlorophenol treatment of 6 pounds per cubic foot. When oven dried at 230° F to a constant weight, the weight of the board per cubic foot (minus treatment), shall not be less than 20 pounds nor more than 35 pounds. J61 112/19/93 4 Concrete Palcmcnt 1 1 1 1 1 1 1 1 1 (11) Asphalt Board Asphalt board when used as indicated shall be of required size, full depth of concrete placement and uniform thickness. When used in transverse joints, it shall conform approximately to shape of the pavement crown as indicated. Asphalt board shall consist of 2 liners of 0.016 inch asphalt impregnated paper filled with a mastic mixture of asphalt and vegetable fiber and /or mineral filler. Boards shall be smooth, flat and straight throughout and shall be sufficiently rigid to permit easy installation. Boards that crack or shatter during installing and finishing operations will not be acceptable. Board shall be furnished in lengths equal to 1/2 the pavement width or in lengths equal to the width between longitudinal joints and may be furnished in strips or scored sheets of the required shape. When tested in accordance with Texas DOT Test Method Tex - 524 - the asphalt boards shall not deflect from the honzontal more than 3/4 inch in 3 1/2 inches. The asphalt board shall be placed such that they will not interfere with the bonding of the joint sealer. (12) Load Transmission Devices for Expansion and Contraction Joints Approved load transmission devices, when indicated, shall meet the requuernents specified herein Smooth steel bar dowels, used when indicated, shall be of the size and type indicated and shall be open - hearth, basic oxygen or electric - fumace steel conforming to the properties specified for grade 60 in ASTM A 615. The free end of dowel bars shall be smooth and free of shearing burrs. When indicated, one end of each dowel bar shall be encased in an approved cap having an inside diameter of 1/16 inch greater than the diameter of the dowel bar. The cap shall be of such strength, durability and design as to provide free movement of the dowel bar and shall be approved by the Engineer prior to use. One end of the cap shall be filled with a soft felt plug or shall be void in order to permit free movement of the dowel bar for a distance equivalent to 150 percent of the width of the expansion joint used. The dowel caps and dowel bars shall be held securely in place by bar ties as indicated. Mechanical methods of implanting dowel bars in the plastic concrete may be used when approved by the Engineer. Where required, dowel bars shall be coated with a plastic material meeting the requirements indicated. Where red lead and oil bar coating is indicated, the red lead may be of any standard commercial grade and the oil shall be clean and no lighter than Standard No. 30 SAE grade. Approved thinner and dryer may be added to the red lead, but the material upon application shall be of such consistency that will provide a uniform and heavy coating on the bar. Where asphalt bar coating is indicated, the material may be any standard grade of oil asphalt and shall be applied hot. Cutback asphalt will not be permitted for bar coating. (13) Metal Installing Devices for Joint Assembly Metal installing devices For expansion and contraction joint assemblies (such as welded wire bar chairs. bar stakes and marker channels, channel caps, etc.) shall be as indicated or may be similar devices of equivalent or greater strength, approved by the Engineer, that will secure joint assembly in correct position during the placing and finishing of concrete. Load transmission devices used in joint assemblies shall be secured in position by a transverse metal brace of the type and design indicated or may be secured in position by other approved devices of equivalent or greater strength that will provide positive mechanical connection between the brace and each unit (or than by wire lie) and prevent transverse movement of each load transmission device. (14) Steel Reinforcement Steel reinforcing bars as required including tie bars shall be open- hearth, basic oxygen or electric - furnace new billet steel of Grade 60 or Grade 40 for concrete reinforcement as indicated. Bars that require bending shall be Grade 40 conforming to the requirements of ASTM A 615. High yield reinforcing steel shall be either (a) open - hearth, basic oxygen or electric - furnace new billet steel conforring to ASTM A 615 Grade 60 or (b) rail steel bars for concrete reinforcement, conforming to ASTM A 616 Grade 60. Bars produced by piling method .will not be accepted. High yield reinforcing 3611 112/19/93 5 Concrete Pav ement steel bars shall be further identified by a special marking rolled into each bar. All reinforcing steel shall be deformed bars conforming to the requirements of pertinent ASTM Specifications Where prefabricated deformed wire mats are indicated or permitted, the wire shall be cold worked deformed steel wire conforming to the requirements of ASTM A 496, except that steel shall be made by open- hearth. electric- furnace or basic oxygen processes. The prefabricated deformed wire mats shall conform to the requirements of ASTM A 497, except that wires used shall be deformed and transverse ' wires shall project beyond the centerline of each edge longitudinal wire as indicated. Mats that have been bent or wires dislocated or parted during shipping or project handling shall be realigned to within 1/2 inch of original horizontal plane of the mat. Mats with any portion of the wires out of vertical alignment ' more than 1/2 inch after realignment and /or wires dislocated or mutilated so that, in the opinion of the Engineer, they do not represent the original mat, shall be rejected. The reinforcement may be clamped or wired so that the reinforcement will retain the horizontal and vertical alignment as indicated or as approved by the Engineer. Deformed wire may be used for tie bars and load transfer bars that require ' bending The nominal size, area and theoretical weight of reinforcing steel wires covered by this provision are as listed in Table II. When fabricated steel bars or rod mats are indicated, the mats shall meet requirements of ASTM A 184. 1 Table II 1 DIMENSIONAL REQUIREMENTS FOR DEFORMED STEEL WIRE FOR CONCRETE REINFORCEMENT Unit Cross Deformed Weight Sectional Wire Pounds Diameter Area Perimeter Size No. Per Ft. Inches Sq. Inches Inches 1 2 3 4 5 0-1 0.034 0.113 0.01 0.355 0 -2 0.068 0.159 0.02 0.499 0-3 0.102 0.195 0.03 0.612 D -4 0.136 0.225 0.04 0.706 0 -5 0.170 0.252 0.05 .0.791 0 -6 0.204 0.276 0.06 0.867 D -7 0.238 0.298 0.07 0.936 0-8 0.272 0.319 0.08 1.002 ' 0-9 0.306 0.338 0.09 1.061 0-10 0.340 0.356 0.10 1.118 0-11 0.374 0.374 0.11 1.174 0-12 0.408 0.390 0.12 1.225 D -13 0.442 0.406 0.13 1.275 0 -14 0.476 0.422 0.14 1.325 0-15 0.510 0.437 0.15 1.372 0-16 0.544 0.451 0.16 1.416 0 -17 0.578 0.465 0.17 1.460 0 -18 0.612 0.478 0.18 1.501 0-19 0.646 0.491 0.19 1.542 0-20 0.680 0.504 0.20 1.583 D -21 0.714 0.517 0.21 1 624 D -22 0.748 0.529 0.22 1.662 D -23 0.782 0.541 0.23 1.700 D -24 0.816 0.553 0 24 1.737 D -25 0.850 0.564 0.25 1.772 0 -26 0.884 0.575 0.26 1.806 0-27 0.918 0.586 0.27 1.841 0 -28 0.952 0.597 0.28 1.876 D -29 0.986 0.608 0.29 1.910 0-30 1.020 0.618 0.30 1.942 D -31 1.054 0.628 0.31 1.973 360 02/11/93 6 Concrete Pa,cmcnt 1 1 1 ( 1 1 1 1 1 1 1 1 1 Col. 1 The number following the prefix D identifies the nominal cross sectional area of the deformed wire in hundredths of a square inch. Fractional sizes are also available between the sizes listed Col. 2 - The unit weight in pounds per foot is obtained by multiplying the cross sectional area in square inches by 3.4. Col. 3 The nominal diameter of a deformed wire is equivalent to the diameter of a plain wire having the same weight per foot as the deformed wire. Col. 4 The cross sectional area is based on the nominal diameter. The area in square inches may be calculated by dividing the weight per lineal inch of specimen in pounds by 0.2833 (weight of 1 cubic inch of steel) or by dividing the weight per lineal foot of specimen in pounds by 3.4 (weight of steel 1 inch square and 1 foot long). Steel wire fabric reinforcement shall be of the gage and spacing indicated and shall conform to the requirements of ASTM A 82. Longitudinal and transverse wires shall be electrically welded together at all points of intersection and the welds shall be of sufficient strength that they will not be broken during handling or placing. All welding and fabrication of fabric sheets shall conform to the requirements of ASTM A 185. Welded steel wire fabric shall be furnished in sheets as indicated and steel having been previously bundled into rolls will not be accepted. An approved hinge will be permitted in each sheet to provide for each heel longitudinally. When wire fabric is used. it will replace only the longitudinal and transverse bars The tie bars and load transmission units at joints will not be affected. (15) Polyethylene Film Polyethylene film shall be opaque pigmented white in color and shall be rnanufactured from virgin resin without additives or scrap. It shall be sufficiently strong and tough to permit its use under the conditions existing on street paving work without being torn or otherwise rendered unfit for the purpose during the curing period. The film shall have a minimum thickness of 4 mils (0.004 inch), shall have a rninimum tensile strength of 1,700 psi at 77° F in the longitudinal direction and 1,200 psi at 77° F in the transverse direction and shall have a minimum elongation of 200 percent at 77° F in the longitudinal direction and 150 percent at 77° F in the transverse direction. The permissible percent moisture loss shall not exceed 2 percent after 24 hours and 4 percent after 72 hours. Tests for tensile strength and elongation will be conducted in accordance with ASTM Designation: D 882, Method A. Tests for moisture retention will be conducted in accordance with ASTM Designation: C 156. (16) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ", Type 2 white pigmented. (17) Asphalt Curing Where asphalt is to be placed on a concrete base, asphalt shall be used for curing concrete base, the material shall conform to Item No. 301, "Asphalts, Oils and Emulsions" for RS -2 or RS -2h or as indicated. 360 112 /19/73 7 Concrete Pal ement 360.3 Equipment (1) General All equipment necessary for construction of this item shall be on project and shall be approved by Engineer as to conditions before the Contractor will be permitted to begin construction operations on which the equipment is to be used. When approved by the Engineer in writing, a commercial or independently operated batchmg plant for measuring materials outside limits of the project may be used. (2) Mixer The mixer furnished may be either a paving mixer (operated at site of construction or centrally located), a stationary mixer (central mixer) or a paving mixer (truck mounted) that will produce adequately mixed concrete meeting the specified requirements. The mixer, or mixers, shall conform to the following requirements. (a) Each mixer shall have attached in a prominent place a manufacturer's plate showing rated capacity of the drum in terms of volume of mixed concrete and the recommended speed of rotation of the mixing drum or blades. (b) The stationary mixer (central mixer) or truck mounted paving mixer shall be operated at the manufacturer's recommended speed. (c) The size of the paving mixer shall not be less than that of a 27 -E paver, as established by the Mixer Manufacturer's Bureau of Associated General Contractors. The paving mixer shall be operated at a drum speed of not less than 16 revolutions per minute and not more than 22 revolutions per minute. Pickup and throwover blades in the drum of the mixer shall be replaced when worn down 3/4 inch or more. (d) Each truck mounted paving mixer shall be approved by the Engineer prior to use on the project. It shall be classified as a "paving mixer" by the manufacturer and shall be so designed that a uniform and low slump concrete (approximately 1 1/2 inch slump) can be mixed without aggregate size segregation. The mixer shall be capable of discharging the low slump concrete at a speed of 10 seconds per cubic yard or faster. (e) Each mixer shall be equipped with an approved automatic device for satisfactorily timing the mix and locking the discharging device in order to prevent the discharging of the mixer before the end of the required mixing period. This timing device shall operate a sounding device to signal plainly the completion of the mixing time. When permitted by the Engineer a light signal device may be used. (1) Multiple drum mixers will be permitted provided their operation is properly synchronized. The mixing time shall be determined exclusive of the time required to transfer concrete from one drum to the next drum. Each mixer shall be equipped with a water measuring device so constructed that it will measure the water within 1 percent of the total amount required for each batch. Unless the water is to be weighed, the water measuring equipment shall include an auxiliary tank with a capacity greater than that of the measuring lank and from which the measuring tank will be filled by gravity flow. The measuring tank shall be open to the atmosphere and shall be so placed and constructed that the water for a batch can be discharged into a calibrated tank or weighing device for checking the accuracy of water measurement without seriously delaying the paving operations. The Contractor shall have a calibrated tank or weighing device available at all times at a location satisfactory to the Engineer. (h) If a paving mixer is furnished and operated at the site of construction, it shall be equipped with a power controlled boom and bucket, so designed as to permit uniform distribution of the concrete for the full width between pavement forms. Alternate equipment for distributing concrete may be (0) 360 02/19/93 8 Cunu'etc Parcmcnt 1 / 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (c) substituted when approved by the Engineer in writing, provided uniform distribution is obtained without segregation. (1) If central mixed concrete is used on the project, the Contractor shall provide equipment designed to provide uniform dislnbution for the concrete for the full width between pavement forms without segregation. (3) Transit Trucks When transit -mix (ready-mix) concrete is used, additional mortar (1 sack cement, 3 parts sand and sufficient water) shall be added to the batch to coat the drum of the mixer or agitator truck. This shall be required for every load of concrete. The mixing speed shall be attained as soon as all ingredients are in the mixer. Each complete batch (containing all the required ingredients) shall be mixed not less than 70 nor more than 100 revolutions of the drum at mixing speed. A portion of the mixing water, required by the batch design to produce the desired slutnp, may be withheld and added at the job site, but only with permission of the Engineer and under his supervision When water is added at the job site, 25 revolutions (minirnum) at mixing speed, will be required to flush down the blades after charging shall be accurately measured and included in the quantity of mixing water. The introduction of the initial mixing water, except blade washdown water and that permitted in this Article shall be prior to or simultaneous with the charging of the aggregates and cementilrous material. Mixing and agitating speed shall be as designated by the mixer manufacturer. All revolutions after prescribed mixing shall be at agitating speed. Except for short periods of time during discharge, the drum shall be kept in continuous motion from the time the mixing is started until the discharge is completed. Additional mortar, consisting of 1 sack cement, 3 parts sand and sufficient water, shall be added to the batch to coal the drum of the transit mixer or agitator truck. This shall be required for every load of concrete. The loading of transit- mixers shall not exceed 63 percent of the drum volume. When used as an agitator only, the loading of truck mixers shall not exceed 80 percent of the drum volume. The belching plant and transit - mix trucks shall operate under the following system. (a) A ticket system will be used that includes a copy for the construction inspector. The ticket will have machine stamped time /date of water /cement batch; weight of cement, fly ash (if applicable), water, sand and aggregates; exact nomenclature and quantifies of admixture. Any item missing or incomplete on the ticket will be cause for rejection. Coded readouts may be used if approved in advance by the Engineer. (b) Sufficient trucks will be available to support continuous placements. The Contractor will satisfy the Engineer that adequate standby trucks are available to support monolithic placement when required. A portion of the mixing water, required by the batch design to produce the desired slump, may be withheld and added at the job site, but only with the permission of the Engineer and under the Inspectofs observation. When water is added under these conditions, it will be thoroughly mixed before any slump or strength beam amples are taken. (4) Hauling Equipment Batch hauling equipment for the transportation of measured materials from the belching plant to the mixer shall be equipped with light covers which shall be used to prevent excessive evaporation of moisture or any loss of material. If a central mixer is used, concrete may be transported to the point of delivery in truck agitators or nonagitating trucks. 30l 112/19/93 9 Concrete Paienrent If a truck mounted paving mixer is used, it may be used to transport the concrete after mixing is complete. If nonagitator trucks are used they shall conform to the following requirements: The bed of nonagtlating hauling equipment shall be a smooth, mortar- tight, metal container. The hauling equipment shall be capable of delivering the concrete to the work site in a thoroughly mixed and uniform mass and capable of discharging the concrete at a satisfactory controlled rate without segregation. If in the opinion of the Engineer any appreciable segregation or accumulation of excess water and /or mortar occurs on the surface of the concrete, this may be cause for rejection and this method of transporting the concrete to the point of delivery shall be suspended as directed by the Engineer. (5) Subgrade or Subbase Planer and Templates Unless a stabilized subbase is provided, an approved subbase planer shall be provided, mounted on visible rollers riding on the forms and having adjustable cutting blades which shall trim the subgrade to the exact section as ndicated. The planer frame shall be heavy enough to remain on the forms at all limes and shall be of such strength and rigidity that, under a test made by changing the support from the wheels to the center, it shall not develop a deflection for more than 1/8 inch. Tractive power equipment used to pull the planer shall not be such as to produce ruts or indentations in the subgrade. When the sllpform method of paving is to be used, the subgrade planer will be operated on a prepared track grade or controlled by an electronic sensor system operated from a stringline that establishes the honzontal alignment and the elevation of the subbase. A template for checking the contour of the subbase shall be provided and operated by the Contractor. The template shall rest upon the side forms and shall be of such strength and rigidity that, under a test made by changing the support to the center, it shall not show a deflection of more than 1/8 inch. It shall be provided with accurately adjustable rods projecting downward to the subgrade at 1 foot intervals and these rods shall be adjusted to the required cross section of the bottom of the slab when the template is resting upon the side forms. Where stabilized subbase is provided, use of a scratch template will be required. (6) Forms Side forms shall be of metal of approved cross section. The preferred depth of the form shall be equal to the required edge thickness of the pavement. Forms with depth greater than the required edge thickness of the pavement will be permitted. The length of form sections shall not be less than 10 feet and each section shall provide for staking in position with not less than 3 pins. Flexible or curved forms of wood or metal of proper radius shall be used for curves of 200 foot radius or less. Forms shall be of ample strength and shall be provided with adequate devices for secure setting so that when in place they will withstand, without visible springing or settlement. the impact and vibration of the spreading and finishing machinery. In no case shall the base be less than 6 inches for a form 6 inches or more in height. The forms shall be free from warps, bends or kinks and shall be sufficiently true to provide a reasonably straight edge on the concrete. The top of each form section, when tested with a straightedge shall conform to the requirements specified for the surface of the completed pavement. Sufficient forms shall be provided for satisfactory prosecution of the work. Outside curb forms shall be of wood or metal of a section satisfactory to the Engineer, straight, free of warp and shall be in a depth at least equal to the depth of the curb. They shall be mounted on the paving forms and securely attached thereto and maintained in true position during the placing of the concrete. Inside curb forms, if required, shall be of approved material and of such design as to provide the curb iequired and shall be rigidly attached to the outside forms. 360 112119/93 10 Concrete Pm meld (7) Concrete Spreader Use of concrete spreader shall be required and it shall be a self - propelled machine having sufficient power and traction to spread and strike off concrete without slippage on the forms. It shall be equipped with a power driven device for spreading the concrete uniformly between the forms. The spreading device may be either a reciprocating blade, a screw conveyer or a belt conveyer. The spreader shall be capable of striking off the surface of the concrete between the forms in the longitudinal direction of the slab at any required elevation. . Mechanically operated concrete spreaders of other designs, which umforrnly distribute the concrete with a minimum of segregation, may be used when approved by the Engineer. (8) Slipform Paver With prior approval, the Contractor may place concrete with slipform paver. This paver shall be equipped with a longitudinal transangular finishing float adjustable to crown and grade and be satisfactory to the Engineer. The float shall extend across the pavement practically to the side forms and /or the edge of slab. A "string line" shall be used to provide grade control for the paver. (9) Mechanical Vibratory Equipment All concrete placed for pavement shall be consolidated by approved mechanical vibrators operated ahead the of transverse finishing machine and designed to vibrate the concrete internally and /or from the surface. Vibratory members shall extend across the pavement practically to, but shall not come in contact with the side forms. Mechanically operated vibrators shall be mounted in such manner as not to interfere with transverse or longitudinal joints. The internal -type vibrators shall be spaced at not more than 24 inches and shall be equipped with synchronized vibratory units. Separate vibratory units shall be spaced at sufficiently close intervals to provide uniform vibration and consolidation to the entire width of the pavement. The frequency in air of the interval spud type vibratory units shall be not less than 8,000 cycles per minute and not less than 5,000 cycles per minute for tube types and the method of operation shall be as directed by the Engineer. The Contractor shall have a satisfactory tachometer available for checking vibratory the elements. The pavement vibrators shall not be used to level or spread the concrete but shall be used only for purposes of consolidation. The vibrators will not be operated where the surface of the concrete, as spread, is below the elevation of the finished surface of the pavement, except for the first lift of concrete "where double strike off method of placement is employed and the vibrators shall not be operated for more than 15 seconds while the machine upon which they are installed is standing still. The pan type vibratory units shall apply the vibrating impulses directly to the surface of the concrete. The operating frequency shall be not less than 3,500 cycles nor more than 4,200 cycles per minute in air. The Contractor shall have a satisfactory tachometer available for checking the speed of the vibratory elements. Approved hand manipulated mechanical vibrators shall be furnished in the number required for provision of proper consolidation of the concrete along forms, at joints and in areas not covered by mechanically controlled vibrators. These vibrators shall be sufficiently rigid to insure control of the operating position of the vibrating head. Complete and satisfactory consolidation of the concrete pavement is a most important requitement of this specification. Cores taken shall be carefully examined for voids, honeycombing or other evidence of incomplete consolidation. If such evidence is present, changes in the consolidation procedures and,or equipment will be made to insure satisfactory consolidation. 360 112/19/93 11 Concrete Pin uncut (10) Finishing Equipment (a) The Transverse Finishing Machine The Transverse finishing machine shall be provided with 2 screeds accurately adjusted to the crown of the pavement, shall be power driven and mounted in a substantial frame equipped to ride on the forms and shall be so designed and operated as to strike off and consolidate the concrete. (b) Longitudinal Finishing A transverse drag float may be used in lieu of the longitudinal finishing machine with the Engineer's approval. Finishing machines shall be maintained in a tight and good operating condition, accurately adjusted to the required crown or profile and free from deflection. wobble or vibration lending to affect the precision of finish. Machines failing to meet these requirements will be condemned by the Engineer and the Contractor shall provide approved equipment. Where hand finishing is permitted under this specification, the Contractor shall provide a strike template and a tamping template both of 4 by 10 inch lumber or equivalent metal section and at least 2 feet longer than the width of the pavement. Both templates to conform to the crown section of the pavement and the tamp, if of wood, shall have a steel face not less than 3/8 inch in thickness. The Contractor shall also provide a longitudinal float of approved design and not less than 14 feet in length. The Contractor shall furnish and maintain at least two standard 10 foot steel straightedges on the work site at all times during the paving operations. The Contractor shall operate same in the presence of the Engineer. • The Contractor shall furnish a sufficient number of bridges to ride on the forms and span the pavement for finishing operations and for the installation and finishing of joints and center stripes. All necessary finishing and edging tools shall be fumished as may be required to complete the pavement as indicated. 360.4 Proportioning of Concrete (1) Proportions Conciete shall be composed of Cementitious Materials, fine aggregate, coarse aggregate, mineral filler and /or admixture if used and water, mixed in the proportions designated by the approved Mix Design and in the manner set forth in this specification. On the basis of job and laboratory investigations of the proposed materials, the Contractor will fix proportions by weight of water, coarse aggregate, fine aggregate. cementitious materials, admixture and mineral filler where required, in order to produce concrete of the specified strength and workability for the actual delivery time and site conditions to be encountered. Where curbs are placed separately. the Engineer may allow aggregate gradation conforming to Class A Concrete, Item No. 403, "Concrete for Structures ". 360 112 /19/93 12 Cunirctc Pa einent (2) Concrete Strength The concrete mix to be designed to produce a concrete with the following requirements: CONCRETE PAVEMENT Item Test Entrained Air Tex -416 -A Water- Cement Ratio gal. /sack, Maximum Sacks Cement, Minimum (94 pounds) Coarse Aggregate Factor Slump, inches Tex -415 -A Flexural Strength after 7 Day, psi Flexural Strength after 28 day, psi Maximum Concrete Mix Temperature F Retarder. Regular Concrete increase in time over 360.6(3) (3), minutes, Maximum Cement Type Entrained Air Water- Cement Ratio gal. /sack, Maximum • Sacks Cement, Minimum (94 pounds) Coarse Aggregate Factor Slump, inches Flexural Strength, after 24 hours, psi Flexural Strength, after 3 days, psi Flexural Strength, after 7 Days Flexural Strength, after 28 Days Maximum Concrete Mix, Temperature F Tex -410 -A & C -11 Tex -410 -A & C -11 HIGH EARLY STRENGTH CONCRETE Item Test Tex -416 -A Tex -415 -A Tex -420 -A & C -11 Tex -420 A & C -11 Tex -420 -A & C -11 Tex -420 -A & C -11 750 Value 3 to 6 percent 6.25 6 per cubic yard 0.65 minimum - 0.85 max. 1/2 to 2 650 700 95 60 Value III 3 to 6 percent 6.25 7 per cubic yard 0.65 min - 0.85 max 1/2 to 2 400 500 700 95 360 112/17/93 13 Concrete Pavement The Contractor may submit a mix design using high range water reducing admixtures conforming to Item No. 405. "Concrete Admixtures" in lieu of the concrete pavement mix specified and shall meet the following requirements: Item HIGH RANGE WATER REDUCING ADMIXTURES SUPERPLASTERSIZER CONFORMING TO SECTION 405, "CONCRETE ADMIXTURES" Test Value 1 1 Entrained Air Tex -416 -A 3 to 6 percent 1 Water - Cement Ratio gal /sack, Maximum 6.25 Sacks Cement, Minimum (94 pounds) 6 per cubic yard Coarse Aggregate Factor 0.65 min. - 0.85 max. Slump, inches before Admixture Tex -415 -A 1/2 to 2 Slump, Inches after Admixture Tex -415 -A 4 to 10 Flexural Strength, after 3 days, psi Tex -420 -A & C -11 550 Flexural Strength, after 7 days, psi Tex -420 -A & C -11 700 , Flexural Strength, after 28 days, psi Tex -420 -A & C -11 750 Maximum Concrete Mix, ' Temperature, F 100 Retarder, Regular Concrete Over 360.6(3), Minutes Maximum 120 Ci High range water reducing admixtures shall be capable of maintaining the original slump until placement and screeding, which may be 2 hours, without the addition of water, additional admixture or other 1 relempering or remixing techniques. (3) Workability of Concrete Concrete shall be uniformly plastic, cohesive and workable. Workable concrete is defined as concrete which can be placed without honeycomb and without voids in the surface of the pavement after the specified finishing machine has been over a given area twice. Workability shall be obtained without pioducing a condition such that free water appears on the surface of the slab when being finished as specified. Where water appears on the surface of the concrete after finishing and this condition cannot be corrected by reasonable adjustment in the batch design, the bleeding to be immediately corrected by one of the following measures or a combination of two or more of the following listed measures. (a) Redesign of the batch. (b) Addition of mineral filler to fine aggregates. (c) Increase of cement content. (d) Use of an approved air entraining agent or or approved admixture. In the event that the measures taken do not eliminate the bleeding immediately, concrete placement operations will be suspended, as directed by the Engineer. by placing a bulkhead or "header" as indicated and according to applicable requirements for intentional stoppage of placement in Item No. 360, "Concrete Pavement" of this specification and will remain suspended until such time as additional trial mixes demonstrate that a nonbleeding batch design has been achieved. Failing to achieve a 3611 02/19/93 14 Concrete Pia alum t 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 satisfactory laboratory batch design the Contractor will be required to use different materials and to submit samples thereof for additional trial mixes and pilot beams The mix will be designed with the intention of producing concrete which will have a slump of 1 1/2 inches. The slump shall not be less than 1/2 inch nor more Than 2 inches (4) Mix Design The Contractor shall perform at his own expense and be responsible for the design of the concrete rnix. The mix design shall be prepared and sealed by a person qualified and experienced in such work Establish proportions on the basis either of laboratory trial batches or of field experience with the materials to be employed. Complete concrete mix design data shall be submitted to the Engineer for approval at least 10 days before concrete placement begins. Submittal of the mix shall be accompanied by such test data and certifications as may be necessary to demonstrate compliance with specification requirements. Approval of this mix design to in no way relieve the Contractor of responsibility for the quality of the concrete. It shall also be the responsibility of the Contractor to determine and measure batch quantity of each ingredient, including water, not only for batch designs but for all concrete produced for the project, so that the mix conforms to these specifications. Trial batches shall be made and tested using all the proposed ingredients prior to the placing of concrete and also when the aggregate and /or type, brand or source of cement or admixture is changed. When the brand and /or source of cement only is changed, the Engineer may waive trial batches only if a prior record of satisfactory performance of the cement has been established. Mix designs used successfully on previous or concurrent jobs may be approved by the Engineer without trial batches if it is shown that there is no substantial change in any of the proposed ingredients. The Contractor shall prepare concrete test beams of each mix design, cure and test at the age of 7 days. From these preliminary tests the water - cement ratio required to produce concrete of the specified strength will be selected by the Contractor for approval by the Engineer. The Contractor may at any time present in writing a suggested mix design and if the Engineer concurs with the suggested design, the Contractor shall conduct trial batches necessary to determine its acceptability under these specification requirements. The Contractor shall furnish and operate the mixer approved for use on this project unless the concrete is to be furnished from a transit mix (ready -mix) plant. For mixing the concrete to be used in making the preliminary test specimens, a minimum 1 cubic yard batch shall be mixed or a batch of sufficient size to afford proper mixing, whichever is the greater. In lieu of the above mixer and procedure, the Contractor may furnish a portable mixer of ufficient rated capacity to mix a minimum 3 sack batch; in which case, the batch mixed for the preliminary lest not to be less than the rated capacity of the mixer furnished. A coating batch will be mixed prior to mixing for test beams. No additional compensation to be allowed for equipment, materials or labor involved in making job mix design test specimens. After the mix proportions and water- cement ratio required to produce concrete of the specified strength have been determined, placing of the concrete may be started. The strength of the concrete in the completed pavement will be determined by flexural strength test specimens made, cured and tested as provided in Texas DOT Bulletin C -11. Modifications of the mix design may be requested by the Contractor on basis of conformity of the strength of these test specimens. with the requirements and intent of this specification. Changes in the water - cement ratio and the mix design, including an increase in cement factor if necessary, will be made when the average 7 day flexural strength of the concrete, as indicated by the last 10 flexural strength values (modulus of rupture) obtained from tests of beams made from concrete of the same water- cement ratio, departs from the desired minimum average strength by more than 4 percent. 3M11 112/19/93 15 Concrete Paicment (5) Construction Testing: Straightedge surface testing to be carried out as prescnbed above. The Engineer shall lake test beams for flexural strength values on a random basis. A Zest to consist of the average of 2 beams for regular concrete and 4 beams for high early strength concrete and high range water reducing admixture concrete. Tests shall be made for each 500 square yards constructed, in accordance with SDHPT Bulletin C -11. Additional tests may be taken as determined by the concrete placement conditions or for adequately determining the strength of concrete where the early opening of the pavement to traffic is dependent upon concrete strength tests. No extra compensation will be allowed for materials and work involved in fulfilling these requirements. 360.5 Construction Methods (1) Preparation of Subgrade Where stabilized subbase is not provided, the subgrade shall be excavated as required, all unstable or otherwise objectionable material removed and all holes, ruts and depressions filled with approved material and compacted. Rolling and sprinkling shall be performed when and to the extent required and the roadbed shall be completed to or above the plane of the typical sections, lines and grades indicated or as established by the Engineer. The subgrade shall be proof rolled and any soft areas shall be repaired before the forms are placed. In the event that the proof rolled subgrade is exposed to rainfall or other conditions which may soften the subgrade, corrective measures shall be taken and the subgrade shall be proof rolled again. The subgrade planer shall be operated from approved forms immediately ahead of paving operations and the subgrade shall be finished to the exact section of the bottom of the pavement as indicated. Where traveling form pavers are used, the subgrade planer to operate on a prepared track grade or be controlled by electronic sensors operating from a stringline that establishes line and grade. It shall be tested with the approved template, operated and maintained by the Contractor. The subgrade shall be maintained in a smooth, compacted condition in conformity with the required section and established grade until the pavement is placed and shall be kept thoroughly welted down sufficiently in advance of placing any pavement to insure its being in a firm and moist condition• for at least 2 inches below the prepared surface. Sufficient subgrade shall always be prepared in advance to insure satisfactory prosecution of the work. No equipment or hauling shall be permitted on the prepared subgrade, except by special permission of the Engineer, which will be granted only in exceptional cases and only where suitable protection in the form of 2 ply timber mats or other approved matenal is provided. 360 112/19/93 16 Concrete Palemenl (2) Placing and Removing Forms The subgrade under the forms shall be firm and cut true to grade so that each form section when placed will be firmly in contact for its whole length and base width and exactly at the established grade. Any subgrade under the forms below established grade shall be corrected, using suitable material, placed, sprinkled and rolled as directed. Forms shall be staked with at least 3 pins for each 10 fool section. A pin shall be placed at each side of every Joint. Form sections shall be tightly joined and keyed to prevent relative displacement. Forms shall be cleaned and oiled each time they are used. Forms shall be set for a sufficient distance in advance of the point where concrete is being placed to permit a finished and approved subgrade length of not less than 300 feet ahead of the mixer. Conformity of the grade and alignment of forms shall be checked immediately prior to placing concrete and necessary corrections made by the Contractor. Where any form has been disturbed or any subgrade becomes unstable, the form shall be reset and rechecked. In exceptional cases, the Engineer may require suitable stakes driven to the grade of the bottom of the forms to afford additional support. Sufficient stability of forms to support the equipment operated and to withstand ds vibration without springing or settlement shall be required. If forms settle and/or deflect over 1/8 inch under finishing operations, paving operations shall be stopped and the forms shall be reset to line and grade. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 Forms shall be leveled using cement - stabilized material containing not less than 1 1/2 sacks of cement per Ion of mix as placed. The aggregate gradation and water content shall be determined by the Contractor. The ement- stabilized material shall be sufficiently plastic to insure filling voids underneath the paving forms. Paving equipment will not to be permitted on the forms until the cement stabilized material has cured for at least 12 hours. Forms shall remain in place for not less than 8 hours after the concrete has been placed. Forms shall be carefully removed in such a manner that little or no damage will be done to the edge of the pavement. Any damage resulting from this operation shall be immediately repaired. After the forms have been removed, the ends of all joints shall be cleaned and any honeycombed areas pointed up with approved mortar and the surfaces protected with curing material conforming to Item No. 409, "Membrane Curing ". Immediately after pointing is complete, the form trench, if used, shall be filled with granular material or earth from the shoulders in such manner as to shed water from rainfall and prevent curing material from washing away from the edge of pavement. On completion of the required curing, the subgrade or shoulders adjacent to the pavement shall be placed and compacted in condition to maintain drainage. 360.6 Concrete Mixing and Placing (1) Mixing Methods The concrete shall be mixed in a mixer conforming to the requirements of this item. (2) Mixing The aggregates, mineral filler if required, cementitious materials and water shall be measured separately, introduced into the mixer and mixed for a period of not less than 50 seconds nor snore than 90 seconds, measured from the time the last aggregate enters the drum to the time discharge of the concrete begins. The required water shall be introduced into the mixing drum during the first 15 seconds of mixing. The entire contents of the drum shall be discharged before any materials of the succeeding batch are introduced. The Engineer may increase the minimum mixing time to that necessary to produce thoroughly mixed concrete based on inspection or appropriate uniformity tests. The mixing time may be varied at any time as necessary to produce acceptable concrete. If a central mixer is used, the concrete shall be discharged into the specified hauling equipment and ;delivered to the road site. If truck agitators are used, the concrete shall be continuously agitated at not less than 1 nor more than 6 rpm as directed by the Engineer. The maximum size of the concrete batch, absolute volume, shall not exceed 120 percent of the rated size of the mixer (40.8 cubic feet maximum batch for 34 cubic foot paver). Spilling of material from the mixer drum shall be corrected by reducing the size of the batch. Relempering or remixing of concrete will not be permitted. The initial batch of concrete mixed after each time the mixer is washed out shall be enriched by additional mortar. The additional mortar shall be 1 sack of cement and 3 parts of sand. When transit -mix (ready -mix) concrete is permitted, the batching plant shall meet the requirements of Item 403, "Concrete for Structures ". (3) Placing Unless otherwise indicated, the concrete may be placed by using forms or by use of a slipform paver. Any concrete not placed as herein prescribed within 30 minutes after mixing shall be rejected and disposed of as directed except as provided otherwise herein. If in the opinion of the Engineer, the temperature, wind and /or humidity conditions are such that the quality of concrete will not be adversely affected, the specified placing time may be extended by a maximum of 45 minutes. Concrete with high range water reducing admixture shall not be placed after the slump has dropped by 3 inches or more. Except by specific written authorization of the Engineer, concrete shall not be placed when the 3611 112/19/93 17 Concrete Pamcnient temperature is below 40 F and falling but may be placed when the temperature is above 35 F and rising, the temperature being taken in the shade and away from artificial heat. When the temperature of the air is above 85 F, an approved retarding agent will be required in concrete. The maximum temperature of all regular concrete placed shall not exceed 95 F, unless otherwise specified. When concrete is being placed in cold wear, the Contractor shall have available a sufficient supply of an approved covering material to immediately protect concrete if the air temperature falls to 32 F or below, before concrete has been placed 4 hours. Such protection shall remain in place during the period the temperature continues below 32 F or for a penod of not more than 5 days. Neither salt nor other chemical admixtures shall be added to the concrete to prevent freezing. The Contractor shall be responsible for the quality and strength of concrete under cold weather conditions and any concrete damaged by freezing shall be removed and replaced at his expense. Concrete shall not be placed before sunrise and shall not be placed later than will permit finishing of the pavement during sufficient natural light. Concrete shall be placed only on approved subgrade or subbase and unless otherwise indicated, the full width of the pavement shall be constructed monolithically. The concrete shall be deposited on the subgrade or subbase in such manner as to require as little rehandling as possible. Where hand spreading is necessary, concrete shall be distributed to the required depth by use of shovels. The use of rakes will not be permitted. Workmen will not be permitted to walk in the concrete with any earth or foreign material on their boots or shoes. The placing of concrete shall be rapid and continuous. When the concrete is to be placed in separate lanes, the junction line shall not deviate from the true line more than 1/2 inch at any point and shall be finished as indicated. The mixer shall not be located on completed pavement, except as herein provided, but may be located on the subgrade of that lane of the pavement being constructed, as provided under "Preparation of Subgrade ". When limited space, in the opinion of the Engineer, requires operation of the mixer on completed pavement, the mixer may be so operated provided the concrete has attained the minimum average' flexural strength required and provided suitable protection to the pavement in the form of 2 ply timber mats or otherwise approved material is provided. Concrete shall be distributed, to such depth that when consolidated and finished, the slab thickness indicated will be obtained at all points and the surface shall not, at any point, be below established grade. Special care shall be exercised in placing and spading concrete against forms and at all joints to prevent the forming of honeycombs and voids. Concrete for the monolithic curbs shall be the same as for the pavement and if carried back from the paving mixer shall be placed within 20 minutes after being mixed. It may be placed from the separate mixer. if desired, but in any case must be placed while the pavement concrete is still plastic. When sawed joints are used, curbs shall be doweled as indicated and poured after sawing. Curbs doweled on and placed separately may be placed with an extrusion machine. If a central mixer or batcher is used, the Contractor shall provide a system satisfactory to the Engineer for determining that concrete delivered to the road meets the specified requirements for mixing and time of placing. Unless orwise indicated, 2 mixers or transit mixers will be required where the double strike off method is employed. (4) Reinforcing Steel and Joint Assemblies All reinforcing steel, including steel, welded wire fabric reinforcement, tie bars, dowel bars and load transmission devices used in accordance with plan provisions shall be accurately placed and secured in position in accordance with details indicated. Reinforcing bars shall be securely wired together at alternate intersections, following a pattern approved by the Engineer and at all splices and shall be securely wired to each dowel intersected. When wire fabric is used, Il shall replace only the longitudinal and transverse bars and shall be securely wired together at all splices and to each dowel intersected. J611 112 /19/93 18 Concrete Pa■ement 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 When welded wire fabric is selected, the Contractor shall pour the lower half of the slab, place the welded wire fabric and place the remaining concrete. Tie bars shall be installed in the required position by the method and device indicated. Bar coating indicated and of material specified, shall be completed and the bars and coating shall be free of dirt or other foreign matter at the time of installation in the concrete. Tightly adhered scale or rust which resists removal by vigorous wire brushing need not be removed except that excessive loss of section to the reinforcement due to rust shall be cause for rejection. Excessive loss of section shall be defined as loss of section to the extent that the reinforcement will no longer meet the physical requirements for the size and grade of steel specified. Where indicated, an assembly of parts at pavement joints, the assembly shall be completed, placed at 'required location and elevated and all parts rigidly secured in required positron by the method and devices indicated. Dowel bars shall be accurately installed in joint assemblies as indicated, each parallel to the pavement surface and to the center line of the pavement and shall be rigidly secured in the required position by such means as indicated that will prevent their displacement during placing and finishing of the concrete. Unless specifically authorized by the Engineer in writing, the load transmission devices shall be accurately installed in joint assemblies indicated, each unit vertical with its length parallel to the center line of the pavement and all units shall be rigidly secured in required position by such means as indicated that will prevent their displacement during placing and finishing of the concrete. Header boards, joint filler and other material used for forming joints shall be accurately notched to receive each load transmission device. All load transmission devices shall be free of rust and clean when installed in the concrete. The Contractor has the option of substituting welded wire fabric in place of reinforcement bars. The welded wire fabric selected shall have an area and distribution of steel at least equal to the plan requirements. The Contractor shall submit their proposed design to the Engineer for approval before any material is ordered. If welded wire fabric is used, the entire width of the bottom layer of concrete to be struck off to conform to the cross section and elevation indicated. The reinforcement shall then be placed immediately upon the concrete, after which the top layer of concrete shall be placed, struck off and screeded. Any portion of the bottom layer of concrete which has been placed more than 15 minutes without being covered with the top layer of concrete shall be removed and replaced with freshly mixed concrete at the Contractofs expense (5) Joints (a) General All transverse and longitudinal joints when required in the pavement shall be of the types indicated and shall be at required location, on required alignment, in required relationship to he bars and joint assemblies and in accordance with details indicated. When no transverse joints are indicated. joints shall not exceed 40 feet. Such stakes, braces, brackets or other devices shall be used as necessary to keep the entire joint assembly in true vertical and horizontal position. Where concrete base is overlaid by asphaltic concrete, the joints to be prepared as specified herein, but joint sealing will not be required unless indicated. If necessary for proper installation of the sealer, excessive spatting of the joint groove shall be repaired to the satisfaction of the Engineer. Careful workmanship shall be exercised in the construction of all joints to insure that the concrete sections are completely separated by an open joint or by the joint materials and to insure that the Joints will be true to the outline indicated. The Contractor shall install joint materials which will function as a compatible system. Joint sealer shall not be placed where a bond braker is present. Green concrete or wet sawed joints are permitted provided the Contractor cleans the joint within 5 minutes after cutting with a 3000 psi water blast followed by a minimum of 7 day cure and sand blast the saw cut immediately prior to placing joint sealer. 360 1)2/19/93 19 Concrete Pa cuicnt Dry sawed joints are permitted provided the Contractor sand blasts the saw cut immediately pnor to placing joint sealer. (b) Expansion Joints Transverse expansion joints shall be formed perpendicular to the centerline and surface of pavement and shall be constructed in accordance with the sequence of operations indicated. After the transverse finishing machine and before the longitudinal finishing machine have passed over the joint, the Contractor shall test the joint filler for correctness of position and make any required adjustment in the position of the filler and shall install the joint seal space form as indicated. After removal of the joint seal form as indicated, the joint seal space above the joint filler shall be thoroughly sandblasted or machine routed to remove all projecting concrete, laitance, dirt or foreign matter. The concrete faces of the joint seal space shall be left true to line and section throughout the entire length of the joint. On completion of curing of the pavement, the joint sealing filler of the type specified shall be placed as indicated. The faces of the joint seal space shall be clean and surface dry at the Hine joint sealing filler is placed. On completion of the joint seal, the pavement adjacent to the joint shall be left free of joint sealing material. The joint seal space shall be exactly above and not narrower than the joint filler with no concrete overhangings. (c) Weakened Plane Joints Weakened plane joints shall consist of transverse contraction joints and longitudinal joints and shall be formed or sawed as indicated. When the joints are sawed, the saw shall be power driven, shall be manufactured especially for the purpose of sawing concrete and shall be capable of performing the work. Saw blades shall be as indicated. Tracks adequately anchored, the chalk, string line or other approved methods shall be used to provide true alignment of the joints. The concrete saw shall be maintained in good operating condition and the Contractor shall keep a standby power saw on the project at all times when concrete operations are under way. If membrane curing is used, the portion of the seal which has been disturbed by sawing operations shall be restored by the Contractor by spraying the areas with additional curing seal. Forming, finishing and sealing of the joint seal space shall conform to this item, described above and details indicated. (d) Contraction Joints Transverse contraction joints shall be formed or sawed joints perpendicular to the centerline and surface of the pavement and shall be constructed by the method and in the sequence of operations as indicated. Where sawed joints are used, contraction joints at intervals indicated shall be sawed as soon as sawing can be accomplished without damage to the pavement and before 24 hours after the concrete has been placed, the exact time to be approved by the Engineer. The remaining contraction joints shall be sawed in a uniform pattern as directed by the Engineer and they shall be completed before uncontrolled cracking of the pavement takes place. All joints shall be completed before placing concrete in succeeding lanes and before permitting traffic to use the pavement (e) Longitudinal Joints Longitudinal joints shall be of the type or alternate types indicated and shall be constructed of specified materials in accordance with provisions indicated. Longitudinal joints shall be constructed accurately to required lines, shall be perpendicular to the pavement surface at the joint and the pavement surface over and adjacent to the joint shall be finished as specified. Longitudinal joints shall be sawed as soon as sawing can be accomplished without damage to the pavement. Sawing shall not cause damage to the pavement and the groove shall be cut with a minimum of spelling. No traffic (including construction traffic) shall be permitted on pavement until the longitudinal joint is cut. 361) 1)2/19/93 20 Cuncrcic Pancmcut 1 1 f 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (f) Construction Joints Intentional stoppage of the placing of the concrete shall be at either an expansion joint or at a weakened plane joint. The following provisions shall govern for each type of joint at which the placing of concrete is stopped: 1. When the placing of concrete is stopped at an expansion joint, the complete joint assembly shall be installed and rigidly secured in required position as indicated. A bulkhead of sufficient cross sectional area to prevent deflection, accurately notched to receive the load transmission devices or dowels, as the case may be, and shaped accurately to the cross section of the pavement shall be provided and Installed as a back -up for the joint filler and rigidly secured in required position to permit accurate finishing of the concrete up to the joint. After the concrete has been finished to the joint, formation of the joint seal space and finishing of the joint shall be executed as specified herein and as indicated. The backup bulkhead shall remain in place until immediately prior to the lime when concrete placement is resumed, then it shall be carefully removed in such manner that no element of the joint assembly will be disturbed. The exposed portion of the joint assembly shall be free of adherent concrete, dirt or other material at the lime placing of concrete is resumed. 2 When placing of concrete is stopped at a weakened plane joint, all applicable provisions of paragraph (a) above shall apply in addition to the following requirement: The face of the bulkhead adjoining the slab end shall be notched and grooved to fit the exposed half section of the joint assembly and shall be shaped to form the slab end at the center of the joint as indicated. The 1/2 width of joint seal space may be formed by a strip of required section placed and removed as indicated for construction of transverse contraction joints. The Contractor shall have available a bulkhead shaped to section of the pavement. This bulkhead must be drilled to permit the continuation of all longitudinal reinforcing steel through the construction joint and shall be of sufficient section and strength to prevent deflection. 3. When load transmission devices are not provided in the design, intentional stopping of placement of concrete shall occur in the middle of a slab. Provisions shall be made to provide a bulkhead which will, accommodate tie bars of the same length, size and spacing as tie bars used for the longitudinal joints. When the concrete placement is resumed, the bulkhead shall be rem without bending lie bars or damaging the concrete. The joint seal space and sealer shall be the same as for longitudinal joints. Immediately upon the unintended stoppage of the placing of concrete, the Contractor shall place the available concrete to a line and install the above described bulkhead at right angles to the centerline of the pavement, perpendicular to the surface and at the required elevation. Concrete shall be placed and finished to this bulkhead. Any concrete remaining on the subgrade ahead shall be removed and disposed of as directed by the Engineer. When placing of concrete is resumed before the concrete has set to the extent that the concrete will stand on removal of the bulkhead, the new concrete shall be rodded with the first. An edge created by a construction joint of this type shall have a joint seal space and shall be sealed as required for contraction joints (6) Joint Sealers (a) Class 2 Material This material shall be melted in an approved oil -bath kettle equipped with temperature indicators and continuously operated mechanical agitators. The material shall not be healed above 450" F and any material heated above that temperature will be rejected. For placement in vertical joints (curb faces, etc.) either of the following procedures may be used (1) An amount of the mixed material may be set aside until partial curing has taken place and carefully trowelled into the joint with a suitable tool. (2) The portion of the joint in the roadway shall be poured and cured. The vertical curb faces shall then be taped or formed and the material poured into the vertical joint from the lop. 360 02 /19/93 21 Concrete Pmemcnt (b) Class 5 Material This material together with backer rods shall be applied as indicated in accordance with manufacturer's recommendations. (7) Asphalt Board Prernolded materials, wherever used, shall be anchored to the concrete on one side of the joint by means of copper wire or nails not lighter than No. 12 B and S gage. Such anchorage shall be sufficient to overcome the tendency of the material to fall out of the joint. The Contractor shall not contaminate joints to receive Class 5 Joint Material with asphalt from the asphalt board. (8) Curbs The curb shall be constructed in lengths equal to the adjoining pavement slab lengths and expansion joints shall be provided in the curb opposite each transverse expansion joint in the pavement. Expansion joint material shall be 01 the same thickness, type and quality as indicated for the pavement and shall be of the section as indicated for the curb. All expansion joints shall be carried through the curb, sidewalk and retaining walls when these items are indicated. When sawed joints are provided for the pavement, the curb placement shall be delayed until all transverse joints have been sawed. To provide bond for the curb, dowel bars shall be placed as indicated while the pavement concrete is still plastic. Weakened plane joints shall be formed in monolithic curbs at a spacing to coincide with the joints in the concrete pavement. The joints shalt be formed by inserting in the curb an asphaltic board strip cut to conform to the shape of the curb. When the concrete is sufficiently set, the joint on the top and face of curb shall be grooved with an approved type of grooving tool. A Imisti coal of mortar shall be applied on the exposed surfaces of the monolithic curbs. The mortar shall be coinposed of 1 part of Portland Cement and 2 parts of fine aggregate. A mortar coat will not be required for extruded curbs. The curb face. lower radius and top of curb shall be plastered with the sand - cement mortar. The mortar shall be applied with a template or "mule" made to conform to the curb dimensions as indicated All exposed surfaces of the curb shall be finished with a steel trowel and brushed to a smooth and uniform surface. The mortar finish as required shall be subsidiary to this item. (9) Machine Finishing All concrete pavement shall be finished mechanically with approved power- driven machines, except as herein provided. Hand finishing will be permitted on the transition from a crowned section to a superelevated section without crown on curves, on straight line superelevation sections less than 300 feet in length, on that portion of a widened pavement outside normal pavement width and on sections where the pavement width is not uniform, isolated, narrow in width or required monolithic widths are greater than that of available finishing machines. Machine finishing of pavement shall include the use of power -dnven vibrators, power - driven Transverse strike off and screed or such alternate equipment as may be substituted and approved under This item. All concrete pavement shall be consolidated by a mechanical vibrator. As soon as concrete has been spread between the forms, the approved mechanical vibrator shall be operated to consolidate the concrete and remove all voids. Hand manipulated vibrators shall be used for areas not covered by the mechanical vibratory unit. The transverse finishing machine shall first be operated to compact and finish pavement to the required section and grade, without surface voids. The machine shall be operated over each area as manytrrnes and at such intervals as directed. At least 2 trips will be required and the last trip over a given area shall 360 02/19/93 22 Concrete Pasemenl 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 be a continuous run of not less (hall 40 feet. After completion of finishing with the transverse finishing machine, a transverse drag float may be used. The consistency of the concrete as placed should allow completion of finishing operations without the addition of water to the surface. When field conditions are such that additional moisture is needed for the final concrete surface finishing operation, the required water shall be applied to surface by fog spray only and shall be held to a minimum. After finishing is complete and the concrete still workable, the surface shall be tested by the Contractor for trueness with an approved 10 foot straightedge. The straightedge shall be operated from the side of • the pavement, placed parallel to the pavement centerline and passed across the slab to reveal any high spots or depressions. The straightedge shall be advanced along the pavement in successive stages of not more than 1/2 its length. Practically perfect contact of the straightedge with the surface will be required and the pavement shall be leveled to this condition, in order to insure conformity with the surface test required below after the pavement has fully hardened. Any correction of the surface required shall be accomplished by adding concrete if required and by operating the longitudinal float over the area. The surface test with the straightedge shall then be repeated. For one lane pavement placement and uniform widening, the equipment for machine finishing of concrete pavement shall be as directed by the Engineer but shall not exceed requirements of these specifications. After completion of the straightedge operation, as soon as construction operations permit, texture shall be applied with 1/8 inch wide metal tines with clear spacing between the tines being not less than 1,4 inch nor more than 1/2 inch. If approved by the Engineer, other equipment and methods may be used, provided that a surface texture meeting the specified requirements is obtained. The texture shall be applied transversely. It is the intent that the average depth resulting from the number of tests directed by the Engineer be not less than 0.060 inch with a minimum texture depth of 0.050 inch for any one test when tested in accordance with Texas DOT Test Method Tex - 436 -A. Should the texture depth tall below that intended, the finishing procedures shall be revised to produce the desired texture. (a) Emergency Procedures The Contractor shall have available at all times hand rakes with tines for the purpose of providing textures in the event of equipment breakdown. ' The Contractor also shall have available a conventional garden spray type can containing a commercially available monomolecular film compound. This shall be applied in the case of equipment breakdown or other emergencies to prevent the pavement from drying too rapidly. The use of this product will give the Contractor additional time to provide adequate texturing. After completion of texturing and about the time the concrete becomes hard, the edge of the slab and joints shall be carefully finished with an edger in a workmanlike manner and the pavement shall be left smooth and true to line. (10) Hand Finishing Hand finishing shall be resorted to only in those conditions provided for above and upon specific authorization by the Engineer. When hand finishing is permitted, concrete shall be struck off with an approved strike off screed to such elevation that when consolidated and finished the surface of the pavement to conform to the required section and grade. The strike template shall be moved forward with a combined transverse and longitudinal motion in the direction work is progressing, maintaining the template in contact with the forms and maintaining a slight excess of material in front of the cutting edge. The Concrete shall then be tamped with an approved tamping template to compact the concrete thoroughly and eliminate surface voids and the surface screed to required section. After completion of a strike off, consolidation and transverse screeding, a hand - operated longitudinal float shall be operated to lest and level the surface to the required grade. 3,11 112/19/93 23 Concrete Par enient Workmen shall operate the float from approved bridges riding on the forms and spanning the pavement. The longitudinal float shall be held in contact with the surface and parallel to the center line and operated with short longitudinal strokes while being passed from one side of the pavement to the other. If contact with the pavement rs not made at all points, additional concrete shall be placed, if required and screed and the float shall be used to produce a satisfactory surface. Care shall be exercised to keep the ends of the float from digging into the surface of the pavement. After a section has been smoothed so that the float maintains contact with the surface at all points in being passed from one side to the other, the bridges may be moved forward half the length of the float and the operations repeated. Other operations and surface tests shall be as required for machine finishing. (11) Surface Testing: After the concrete has been placed 12 hours or more, the Engineer will test the surface of the pavement with a 10 fool straightedge placed parallel to the centerline. Unless specified otherwise, the surface shall not vary from the straightedge by more than 1/16 inch per foot from the nearest point of contact and in no case shall the maximum ordinate from a straightedge to the pavement be greater than 1/8 inch. Any high spots causing a departure from the straightedge in excess of that specified to shall ground down by the Contractor to meet the surface lest requirements. Where the texture of the pavement is removed by extensive grinding, the texture shall be restored by grooving the concrete 10 meet the surface finishing specifications. (12) Curing AU concrete pavement shall be cured by protecting it against loss of moisture for a period of not less than 72 hours from the beginning of the curing operations. Immediately after finishing operations have been completed, the entire surface of the newly laid concrete shall be covered and cured in accordance with the requirements specified for whichever of the following methods the Contractor may elect. Newly laid concrete base to be overlaid by asphaltic concrete shall not be cured by "Membrane Curing" and surfaces not to be overlaid by asphaltic concrete shall not be cured by "Asphalt Curing ". In all cases in which curing requires the use of water, the curing shall have prior right to water supply or supplies. Failure to provide sufficient cover material of the type the Contractor elects to use, failure to maintain saturation in wet curing methods, lack of water to adequately take care of both curing and other requirements or other failures to comply with curing requirements shall be cause for immediate suspension of concreting operations. The covering material used in curing shall be removed as necessary to saw joints or to comply with the requirements for "Surface Test" The concrete surface shall be maintained wet with a water spray if indicated and the covering material replaced immediately on completion of sawing and testing and any required surface correction. (a) Waterproofed Paper Curing Immediately after the finishing of the surface has been completed and the concrete has taken its initial set, it shall be wetted with water applied in the form of a fine spray and covered with waterproofed paper so placed and weighted as to cause it to remain in intimate contact with the surface. Waterproofed paper used for the curing of concrete pavement shall be of a type and quality approved by the Engineer. It shall be sufficiently strong and tough to permit its use under the conditions existing on street paving work without being torn or otherwise rendered unfit for the purpose during the curing period. The paper covering shall be maintained in place continuously for not less than the specified curing period. The waterproofed paper shall be prepared to form blankets of sufficient width to cover the entire surface and both edges of the pavement slab and such blankets shall not be more than 60 feel in length. All joints in the blankets occasioned by joining paper sheets shall lap not less than 5 inches and shall be securely sealed with asphalt cement having a melting point of approximately 180 F. Blankets shall be placed to secure an overlap of at least 12 inches and this lap securely weighted to form a closed joint. 360 112/19/93 24 Concrete Pavement 1 / 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 1 1 The waterproofed paper blankets shall be adequately weighted to prevent displacement or billowing due to wind and the paper folded down over the side of the pavement shall be secured by a continuous bank of earth. Plowing of this windrow into place will not be permitted. All tears or holes appearing in the paper during the curing period shall be immediately repaired by cementing patches over such defects. It shall be the Contractor's responsibility to prevent damage to paper blankets which would affect their serviceability and effectiveness as a concrete curing method. Blankets may be rejected by the Engineer at any time when, in his opinion, they do not provide an airtight covering. Paper blankets rejected on account of pinholes or minor tears may be continued in service by folding the blanket over lengthwise, first thoroughly spraying 1/2 the blanket with the asphalt cement used for seams. The 2 thicknesses shall be firmly pressed together and well cemented. Blankets shall be of a width sufficient to cover the pavernent surface and both edges: Doubled blankets may be rejected for the same cause as provided for single blankets All paper blankets condemned by the Engineer shall be immediately marked by the Contractor for Identification and then destroyed or stored entirely separate from approved blankets. No walking on paper shall be permitted at any time and in locations where pedestrian traffic cannot be entirely controlled, the Contractor shall provide walkways and barricades or shall substitute other permissible curing methods on such sections of pavement. (b) Polyethylene Film Curing Immediately after the finishing of the surface has been completed and the concrete has taken Its initial set, it shall be wetted with water applied in the form of a fine spray and covered with the polyethylene film so placed and weighted as to cause it to remain in intimate contact with the surface. The polyethylene film covering shall be maintained in place continuously for not less than the specified curing period. The film shall be prepared to form blankets of sufficient width to cover the entire surface and both edges of the pavement slab. All joints in the blankets occasioned by joining film sheets shall lap not less than 12 inches. All joints shall be sealed in a manner acceptable to the Engineer to provide a moisture -proof lap. The polyethylene film blankets shall be adequately weighted to prevent displacement or billowing due to wind and the film folded down over the side of the pavement shall be,,secured by a continuous bank of earth. Plowing of this windrow into place not to be permitted. All tears or holes appearing in the polyethylene film during the curing period shall be immediately repaired by placing acceptable moisture proof patches over such defects or by replacing the blankets. It shall be the Contractor's responsibility to prevent damage to the film blankets which would affect their serviceability and effectiveness as a concrete curing method. Blankets may be rejected by the Engineer at any time when, in his opinion, they do not provide an airtight covering. Polyethylene film blankets rejected on account of pinholes or minor tears may be continued in service when repaired to an airtight condition. All polyethylene film blankets condemned by the Engineer shall be immediately marked by the Contractor for identification and then destroyed or stored entirely separate from approved blankets. Should the film blanket be damaged or tom for any cause during the first 72 hours of the cueing period such damage to be repaired immediately. (c) Membrane Curing Immediately after the finishing of pavement has been completed and after the free surface moisture has disappeared, the pavement shall be sprayed uniformly with a curing compound. Membrane curing shall conform to Item No. 409, "Membrane Curing", Type 2 white pigmented. Should the film of compound be damaged from any cause before the expiration of 72 hours after original application, the damaged portions shall be .repaired with additional compound Unless 360 112/19/93 25 Cnncrcic Pmcmcnt otherwise indicated, membrane curing shall be used when the concrete (except that concrete to be used as a base) is placed with a slipform paver. (d) Asphalt Curing (13) Protection of Pavement Where emulsified asphalt is used for curing concrete base, the material shall conform to tern No. 301, "Asphalts, Oils and Emulsions ", for the type and grade shown on the plans. The rate of application may vary between the limits of 1 gallon per 180 square feet and 1 gallon per 90 square feet. The rate of application will be determined by the Engineer, after observation of sections where amounts varying between the above limits have been applied. If it is found necessary to add water to the emulsion for the proper distribution through the spray, this may be done upon approval of the Engineer: When the emulsion is diluted with water the amount of the applied mixture shall be increased to give a coverage of the original emulsion between the hinds as set out herein. Care must be taken to properly mix the emulsion and water and to keep the mixture well agitated during application. The Contractor shall erect and maintain the bamcades indicated and such other standard and approved devices as will exclude public traffic and traffic of the Contractor's employees and agents from the newly placed pavement for a minimum of 14 days. Portions of the roadway or crossings of the roadbed required to be maintained open for use by traffic shall not be obstructed by above required barricades. Crossings of the pavement indicated or by construction sequence, during the period prior to opening to traffic as herein indicated, shall be provided with an adequate and substantial bridge approved by the Engineer. Curb to be backfilled to the full height of the concrete, tamped and sloped as indicated or as directed by the Engineer. The lop 4 inches of backfill shall be of clean, friable soil capable of supporting plant life. This material shall also be free of stones and all other debris. (14) Opening Pavement to Traffic The pavement shall be closed to traffic, including vehicles of the Contractor, until the concrete is at least 14 days old and has attained an average modulus of rupture acceptable to the Engineer. This period of closure to traffic may be extended if, in opinion of the Engineer, weather or other connditions make it advisable to provide an extension of the time of protection. At the end of the 14 day period and as long thereafter as ordered by the Engineer and if so desired by the Contractor, the pavement may be opened for use by vehicles of the Contractor provided the gross weight (vehicle plus load) of such vehicles does not exceed 14,000 pounds. Such opening, however, shall in no manner relieve the Contractor from his responsibility for the work. On those sections of the pavement thus opened to traffic, all joints shall first be sealed, the pavement cleaned and topsoil placed against the pavement edges or behind the curb where turf or vegetation is to be established before permitting vehicles thereon. After the concrete in any section is 14 days old or as long thereafter as ordered by the Engineer, such section of pavement may be opened to all traffic indicated or when so directed by the Engineer. On those sections of the pavement thus opened to traffic, all joints shall first be sealed, the pavement cleaned and 4 inches of top soil placed against the pavement edges and all other work performed as required for the safely of traffic. Such opening, however, shall in no manner relieve the Contractor from his responsibility for the work. When High Early Strength Concrete, resulting from the use of Type III cement as indicated is used, the pavement may be opened to all traffic after the concrete is 7 days old or as long thereafter as ordered by the Engineer, subject to the same provisions governing the opening after 14 days as above indicated. Where the Contractor desires to move any equipment not licensed for operation on public streets, on or across any pavement opened to traffic, he shall protect the pavement from damage by means of 2 ply 360 112/19/93 26 Concrete Pavement 1 1 1 1 1 1 1 1 1 .1 1 1 1 1 1 1 1 1 1 limber mats of 2 inch stock or runways of heavier material laid on a layer of earth, all as approved by the Engineer. (a) Emergency Opening to Traffic The Engineer may require the opening of pavement to traffic prior to the minimum time specified above under conditions of emergency which in his opinion require such action in the interest of the public. In no case shall the Engineer order opening of the pavement to traffic within less than 72 hours after the last concrete in the section is placed. The Contractor shall remove all obstructing materials, place earth against pavement edges and perform other work involved in providing for the safely of traffic as required by the Engineer in ordering emergency opening. Ordeis for emergency opening of the pavement to traffic will be issued by the Engineer in writing. 360.7 Penalty for Deficit Pavement Thickness or Strength The adjustment in unit prices provided for in this item will apply only when measurement for payment is by the square yard. It is the intent of this specification that the pavement be constructed in strict conformity with the thickness, strength and typical sections indicated. Where any pavement is found not so constructed, the following rules relative to adjustment of payment for acceptable pavement and to replacement of faulty pavement shall govern (1) Pavement The pavement will be core drilled after any grinding operations have been completed for surface corrections prior to final acceptance. Locations of core tests may be selected by the Engineer, however, spacing interval for core tests, as specified herein, is to be maintained. The thickness of the pavement will be determined by measurement of the cores in accordance with Texas DOT Test Method Tex - 424 - For the purpose of establishing an adjusted unit price for pavement, units to be considered separately are defined as 1000 linear feet of pavement in each traffic lane starting at the end of the pavement beating the smaller station number. The last unit in each lane to be 1000 feet plus the fractional part of 1000 feet remaining. Traffic lane width will be as shown on typical sections and pavement design standards. For the purpose of establishing an adjusted unit price for ramps, widening, acceleration and deceleration lanes that are machine placed, isolated pavements of traffic lane width but less than 1000 feet in length and other areas designated by the Engineer, units to be considered separately are defined as 1000 square yards of pavement or fraction thereof. One core will be taken at the location selected by the Engineer or at random in each unit. When the measurement of the core from any.unit is not deficient more than 0.2 inch from the plan thickness, full payment will be made. When the measurement of the core from any unit is deficient more than 0.2 inch but not more than 0.75 inch from the plan thickness, 2 additional cores will be taken from the unit and the average of the 3 cores determined. The 2 additional cores from any 1000 foot unit will be taken at intervals of not less than 300 feet. The 2 additional cores from any 1000 square yard unit will be taken at locations such that the pavement in the unit will be well represented. If the average measurement of these 3 cores is not deficient more than 0.2 Inch from the plan thickness, full payment will be made. If the average thickness of the 3 cores is deficit more than 0.2 inch but not more than 0.75 inch from the indicated thickness, an adjusted unit price as provided below will be paid for the areas represented by these cores. In calculating the average thickness of the pavement, measurements which are in excess of the specified thickness by more than 0.2 inch will be considered as the specified thickness plus 0.2 inch and measurements which are less than the specified thickness by more than 0.75 inch will be considered as the specified thickness less 0.75 inch. When the measurement of any core is less than the specified thickness by more than 0.75 inch, the actual thickness of pavement in this area will be determined by taking additional cores at 10 foot intervals parallel to the center line in each direction from the deficient core until, in each direction, a core is taken which is not deficient by more than 0.75 inch. Exploratory cores for deficient thickness will not be used in averages for 3611 02/19/93 27 Cuucrctc Pancmcnt adjusted unit price. Exploratory cores are to be used only to determine the length of pavement in a unit that is to be left in place without pay and /or removed and replaced as provided herein. (2) Price Adjustments After any grinding or milling operations have been completed to meet the surface testing requirement of this specification, if average thickness of pavement is deficient in thickness by more Than 0 2 inch, but not more than 0.75 inch, payment will be made at an adjusted price as specified in the following table: Concrete Pavement Deficiency Deficiency in Thickness Determined by Cores Inches 0.00 to 0.20 0.21 to 0.30 0.31 to 0.40 0.41 to 0.50 0.51 to 0.75 Proportional Part of Contract Price Allowed 100 percent 80 percent 72 percent 68 percent 57 percent Any area of pavement found deficient in thickness by more than 0.75 inch but not more than 1 inch or 1/8 of the indicated thickness, whichever is greater, shall be evaluated by the Engineer. If, en the judgment of the Engineer, the area of such deficiency should not be removed and replaced, there will be no payment for the area retained. If, in the judgment of the Engineer. the area of such deficiency warrants removal, the area shall be removed and replaced at the Contractor's entire expense. with concrete of the thickness indicated. Any area of paveinent found deficient in thickness by more than 1 inch or more than 1/8 of the indicated thickness, whichever is greater, shall be removed and replaced, at the Contractor's entire expense. with concrete of the thickness indicated. No additional payment over the contract unit price will be made for any pavement of a thick •ess exceeding that indicated. 360.8 Measurement (1) When indicated, concrete paveinent will be measured by the square yard of surface area of completed and accepted work. The surface area will be so constructed to also include that portion of paveinent slab extending beneath the curb. When concrete pavement is to be measured by the square yard and monolithic curb is required, measurements for "Monolithic Curb" will be by the linear foot complete in place. (2) When indicated, concrete pavement, including monolithic curb when required, will be measured by the cubic yard of absolute volume of materials entering the mixture. 360.9 Payment The work performed and materials furnished as prescnbed by this item and measured as provided under "Measurement" will be paid for at the unit price bid for "Concrete Pavement ", of the depth indicated, "Concrete Pavement (High Early Strength)" of the depth indicated and "Monolithic Curb" of the type indicated (when pavement is measured by the square yard), as required or adjusted unit price for pavement of deficient thickness\ as provided under "Deficient Pavement Thickness ", which price shall be full compensation for shaping and fine grading the roadbed, including furnishing and applying all water required, for furnishing, loading and unloading, storing, hauling and handling all concrete ingredients, including all freight and royalty involved; for placing and adjusting forms, including supporting material or preparing track grade, for mixing, placing, finishing, sawing, cleaning and sealing joints and curing all concrete; for furnishing and installing all reinforcing steel; for furnishing , all materials for sealing joints and placing longitudinal, expansion and weakened plane joints, including all steel dowel caps and load transmission devices required and wire and devices for placing, holding and supporting 1 , 360 112/19193 28 Concrete Pavement steel bars, load transmission devices and joint filler material in properposition, for coating steel bars where complete the work, Excavation required by this item in the preparation of the subgrade and for completion of the parkway will be measured and paid for in accordance with provisions governing the Items of "Street Excavation" and "Borrow ", respectively, with provision that yardage to be measured and paid for once only, regardless of manipulations involved. Measurement of subgrade excavation for payment shall be limited to a total width of that of pavement plus 1 foot on each side. Sprinkling and rolling required for the compaction of the rough subgrade in advance of fine grading will be measured and paid for as indicated in the governing items of excavation. Maintenance of a moist condition or the subgrade in advance of fine grading and concrete placing will not be paid for directly but shall be considered subsidiary work, as provided above. Payment will be made under one of the following: Pay Item No. 360 -A: In. Concrete Pavement - Per Square Yard. Pay Item No. 360 -AH. In. Concrete Pavement (High Early Strength) - Per Square Yard. Pay Item No. 360 -AS. In. Concrete Pavement (High Range Water Reducing Admixture) - Per Square Yard Pay Item No. 360 -B: Monolithic Curb - Per Linear Foot. Pay Item No. 360 -C. Concrete Pavement Including Monolithic Curb - Per Cubic Yard End Ref: 360, 403, 405, 410 361) 02/19/93 29 Concicte Pascmcnl 403.1 Description This item shall govern quality, storage, handling, proportioning and mixing of materials for Portland cement concrete construction of buildings, bridges, culverts, slabs, prestressed concrete and incidental appurtenances. 403.2 Materials Concrete shall be composed of Portland cement or Portland cement and fly ash, water, aggregates (fine and coarse), and admixtures proportioned and mixed as hereinafter provided to achieve specified results. (1) Cementitious Materials Item No. 403 Concrete for Structures Portland cement shall conform to ASTM C 150, Type I (General Purpose), Type II (General Purpose with Moderate Sulfate Resistance) and Type III (High Early Strength). Type I shall be used when none is specified. Type I and Type III shall not be used when Type II is specified. Type III may be used in lieu of Type I when the anticipated air temperature for the succeeding 12 hours will not exceed 60 F. All cement shall be of the same type and-fran the same source for a monolithic placement. Fly ash (denoted by TEX designations Type A and Type B) may replace 20 to 35 percent of a mix design's Portland cement content by absolute volume. Fly ash shall not be used in mix designs with less than five (5) sacks of Portland cement per cubic yard unless specifically permitted by the contract plans or project manual.. Fly Ash may be used in all other classes of concrete, except that Type B fly ash shall not be used with Type II cement. Fly ash shall conform to the requirements of Item 405, "Concrete Admixtures." (2) Mixing Water Water for use in concrete and for curing shall be potable water free of oils, acids, organic matter or other deleterious substances and shall not contain more than 1,000 parts per million of chlorides as Cl or sulfates as SO Contractor may request approval of water from other sources. Contractor shall arrange for samples to be taken from the source and tested at his expense. Water quality tests shall conform to AASH10 Method T 26 except where such methods are in conflict with provisions of this specification. (3) Coarse Aggregate Coarse aggregate shall consist of durable particles of crushed or uncrushed gravel, crushed blast furnace slag, crushed stone or combinations thereof; free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable material either free or as an adherent casting. It shall not contain more than 0.25 percent by weight of clay lumps, nor more than 1.0 percent by weight of shale nor more than 5 percent by weight of laminated and/or friable particles when tested in accordance with SOW Test Method TF1T- 413-A. It shall have a wear of not more than 40 percent when tested in accordance with SCUT Test Method TEX- 410-A. 403 06/28/91 1 Concrete for Structures thless otherwise indicated, coarse aggregate shall be subjected to 5 cycles of the soundness test conforming to SCHPT Test Method TE(- 411-A. The loss shall not be greater than 12 percent when sodium sulfate is used or 18 percent when aagresium _sulfate is used. Coarse aggregate shall be washed. The Loss by Decantaticn (SUM Test Method TEX 4n6 A), plus allowable weight of dl ay lumps, shall not exceed 1 percent or value indicated on the plans or in the project manual, whichever is less. If materiel finer than the 200 sieve is definitely established to be dust of fracture of aggregates made primarily from crushing of stone, essentially free from clay or shale as established by SDBPT Test Method 117f- 406 -A, the percent may be increased to 1.5. The coarse aggregate factor may not be more than 0.82; however, when voids in the coarse aggregate exceed 48 percent of the total nodded volume, the coarse aggregate factor shall not exceed 0.85. The coarse aggregate factor may not be less than 0.68 except for a Glass I machine extruded mix that shall not have a coarse aggregate factor not lower than 0.61. When exposed aggregate surfaces are required, the coarse aggregate shall consist of particles with at least 40 percent crushed faces Lhcrushed gravel, polished aggregates and clear resilient coatings are not acceptable for exposed aggregate pedestrian surfaces (i.e. sidewalks, driveways, medians, islands, etc.). Grade 5 aggregates shall be used for exposed aggregate finishes. When tested by approved methods, the curse aggregate including combinations of aggregates when used, shall conform to the grading requirements shown in Table 1. Table 1. Coarse Aggrte ate (kadat ion (hart (TFX 401-/y Percent Retained) Nm. Grade Size 2 1/2" 2" 1 1/2" 1" 3/4" 1/2" 1 3/8" No. 4 No. 8 1 2 1/2" 0 0-20 15-50 60-80 95-100 2 1 1/2" 0 0-5 30-65 70-90 95-100 3 1" 0 0-5 10-40 40-75 95-100 ' 4 1" 0 0-5 40-75 90-1(X) 95-100 5 3/4" 0 0-10 45-80 90-10) 95-100 (4) Fine Aggregate Fine aggregate shall consist of clean, hard, durable and uncoated particles of natural or manufactured sand or a combination thereof, with or without a mineral filler It shall be free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable material and it shall not contain more than 0.5 percent by weight of clay lumps. When subjected to color test for organic impurities per SLHPN Test Method TER- 408-A, it shall not show a color darker than standard. Acid insoluble residue of fine mate used in slab concrete subject to direct traffic shall not be less than 28 percent by weight when tested conforming to SHPT Test Method TER - 6127. 403 06/28/91 2 Concrete for Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 When tested by approved methods, the fine aggregate, including combinations of aggregates, when used, shall conform to the grading requirements shown in Table 2. • Table 2• Fine Ap,Rregate Gradation Chart MX 401 -A, Percent Retained) 3/8" 1 No. 4 1 N o. 8 I No. 16 I 1 No. 30 I No. 50 1 No. 100 I No. 200 0 1 0-5 1 0-20 1 15-50 1 35-75 1 65-90 1 90-100 1 97 -100 1 1 I 1 1 1 I Where sand equivalence is greater than 85, retainage on No. 50 sieve may be 65 to 94 percent. Where manufactured sand is used in lieu of natural sand, the percent retained on No. 200 sieve shall be 94 to 100. Sand equivalent per SOW Test Method TEX-203-F shall not be less than 80 nor less than otherwise indicated, whichever is greater. The fineness modulus will be determined by adding the percentages by weight retained on sieve Nos. 4, 8, 16, 30, 50 and 100 and dividing the sun of the six sieves by 100. For Class A and C concrete, the fineness modulus shall be between 2.30 and 3.10. For C1aes 8 concrete, the firmness modulus shall be between 2.40 and 2.90. (5) Mineral Filler Mineral filler shall consist of stone dust, clean crushed sand, approved fly ash or other approved inert material. (6) Mortar (Grout) . Mortar for repair of concrete shall consist of 1 part cement, 2 parts finely graded sand and ex,ugh water to make the mixture plastic. When required to prevent color difference, white cenant shall be added to produce color required. When required by the EYigineer, an approved latex adhesive shall be added to the mortar. (7) Msixtures All admixtures shall comply with the requirements of ITEM 405 =BETE AIMIURES. Calcium chloride -based admixtures shall not be approved. 403.3 Storage of Cement and Fly Ash Cement and fly ash shall be stored in separate and well ventilated, weatherproof buildings or approved bins which will protect the material from dampness or absorption of moisture. Storage facilities shall be easily accessible and each shipment of packaged cement shall be kept separated to provide for identification and inspection. Engineer may permit small quantities of sacked cement to be stored in the open for a maxim= of 48 hours on a raised platform and under waterproof covering. 403.4 Storage of Pe/Agates Aggregates shall be stockpiled in sizes to facilitate blending. If the aggregate is not stockpiled on a hard, morn -- contaminant base, the bottom 6 inch layer of the stockpile shall not 403 06/28/91 3 Concrete for Structures be used without recleaning the aggregate. Where space is limited, stockpiles shall be separated by walls or other appropriate barriers. Aggregate shall be stockpiled and protected from the weather a minimm of 24 hours prior to use to minimize free moisture content. When stockpiles are too large to protect from the weather, accurate and continuous means acceptable to the Engineer shall be provided to monitor aggregate temperature and moisture. Aggregates shall be stockpiled and handled such that segregation and contamination are minimized. 403.5 Measurement of Materials Water shall be accurately metered. Fine and coarse aggregates, mineral filler, bulk cement and fly ash shall be weighed separately. Allowances shall be cede in the water volume and aggregate weights during batching for moisture content of aggregates and admixtures. Volumetric and weight measuring devices shall be acceptable to Engineer. Batch weighing of sacked cement is not required; however, begs, individually and entire shipments, may not vary by more than 3 percent from the specified weight of 94 pounds per bag. The average bag Wight of a shipment shall be determined by weighing 50 bags taken at random. 403.6 Mix Design Contractor shall furnish a mix design acceptable to the Engineer for rla¢s of concrete specified. The mix shall be designed by a qualified c unercial laboratory and signed/sealed by a Texas - registered Professional Engineer to conform with requirements contained herein, to ACI 211.1 or SLEPT Bulletin C-11 (and supplements thereto). Contractor shall perform, at his own expense, the work required to substantiate the design, including testing of strength specimens. Complete concrete design data shall be submitted to the Engineer for approval. The mix design will be valid for a period of one (1) year provided that there are no charges to the conpanent materials. At the end of one (1) year, a previously - approved mix may be resubmitted for approval if it can be shown that no substantial change in the component materials has occurred. The resubmittal analysis must be reviewed, signed and sealed by a Texas - registered Professional Engineer. This resubmitted will include a reanalysis of specific gravity, absorbtion, finess modulus, sand equivalent, sourdnesQ, wear and unit weights of the aggregates. Provided that the fineness modulus did not deviate by more than 0.20 or that the reproportioned total mixing water, aggregate and cement (or cement plus fly ash) are within 1, 2, and 3 percent, respectively, of pre - approved quantities, a one -year extension on the approval of the mix may be granted by the Engineer. Updated cunt, fly ash, and admixture certifications shall accompany the resubmittel. Approved admixtures conforming to Item 405, "Concrete Admixtures" may be used with all classes of concrete at the option of the Contractor provided that specific requirements of the governing concrete structure specification are met. Water reducing and retading agents shall be required for hot weather, large mass, and continuous slab placements. Air entraining agents may be used in all mixes but nust be used in the classes indicated on Table 4. lhless approved by the Engineer, mix designs shall not exceed air contents for extreme exposure conditions as recommended by ACI 211.1 for the various aggregate grades. 403.7 Consistency and Quality of Concrete Consistency and quality of concrete should allow efficient placanant and caminletion of finishing operations before initial set. Retempering shall not be allowed. When field conditions are such that additional moisture is needed for final concrete surface finishing 403 11/22/91 4 Concrete for Structures operation, required water shall be applied to surface by fog spray only and shall be held to a minimum. Concrete shall be workable, cohesive, possess satisfactory finishing qualities and of stiffest consistency that can be placed and vibrated into a homogeneous mass within slump requirements specified in Table 3 Excessive bleeding shall be avoided and in no case will it be permissible to expedite finishing and drying by sprinkling the surface with cement powder. No concrete will be permitted with a she in excess of the maximums shown unless water reducing admixtures have been previously approved. Slump values shall conform to SZEi'1 Test Method TEX4;15 - A. Table 3: Slump Requirements Slrnp, ind her Type of Construction Mex. Min. Cased Drilled Shafts 4 3 Reinforced Foundation Caisscns and Footings 3 1 Reinforced Footings and Substructure Walls 3 1 lhcased Drilled Shafts 6 5 Thin -walled Sections (9 inches or less) 5 4 Prestressed Concrete Members 5 4 Precast Drainage Structures 6 4 Wall Sections over 9 inches 4 3 Reinforced Building Slabs, Beams, Columns and Walls 4 1 Bridge Decks 4 2 Pavements, Fixed -form 3 1 Pavements, Slip -form 1 1/2 1/2 Sidewalks, Driveways and Slabs on Ground 4 2 Curb E. Gutter, Bard- vibrated 3 1 Curb & Gutter, Bard - tapped or spaded 4 2 Curb & Gutter, Slip- form/extrusion machine 2 1/2 heavy Mass Construction 2 1 High Strength Concrete 4 3 Riprap and other Miscellaneous Concrete 6 1 Under Water or Seal Concrete 6 5 During progress of the work, Engineer or City's testing laboratory shall cast test cylinders and/or beams as a check on compressive and/or flexural strength of concrete actually placed. Engineer or City's testing laboratory may also perform slump tests, entrained air tests and temperature checks to ensure compliance with specifications. Proportioning of all material components shall be checked prior to discharging. Excluding mortar material for pre - coating of the mixer drum (403.8(2)] and adjustment for moisture content of admixtures and aggregates, material components shall fall within the range of + 1% for water, + 2X for aggregates, + 3X for cement, -2X for fly ashd and within manufacturer recommended dosage rates for admixtures except that air entrainment shall be _+ 1 -1/2 points of the mix design requirements. Unless otherwise specified, concrete mix temperature shall not exceed 90° F except in mixes with high range water reducers where a nandnum mix temperature of 100° F will be allowed. Cooling an otherwise acceptable mix by addition of water or ice will not be allowed. 403 06/28/91 5 Concrete for Structures � St Cement r'.kass1 Per CY Min. 28 1 Min. Beam Day psi 1 7 pay psi *Max. W/C Ratio Coarse A. No. 1 Air Ent. co co co 1■ Vl co Z in 1,2,3,4,5 Yes 2,3,4,5 No 1,2,3,4,5 Yes 2,3,4 No O A 3,4 Yes 2,3,4,5 Yes 2,3,4,5 No 2,3,4,5 Yes lest beams or cylinders will be luired for small placements such as manholes, inlets, culverts, wingwalls, etc. Engineer may vary the number of tests to a mint= of 1 for each 25 cubic yards placed over a several day period. Test beams or cylinders shall be sired _ for each monolithic_ placement_of bridge_decics_or_.__ superstructures, top slabs of direct traffic culverts, cased drilled shafts, structural beams and as otherwise directed by agineer for design strength or early form removal. Test beans or cylinders made for early form removal or use of structure will be at Contractor's expense, except when required by Engineer. A strength test shall be defined as the average of breaking strength of 2 cylinders or 2 beers as applicable. Specimens will be tested conforming to MT Test Method 1U -418 -A or 1 C- i20-A. If required strength or consistency of cla of concrete being produced cannot be secured with minimum cementitious material specified or without exceeding maximum water /cenentitious material ratio, Contractor will be required to furnish different aggregates, use a water reducing agent, an air entraining agent or increase cementitio>s material content in order to provide concrete meeting these specifications. Test specimens shall be cured using the same methods and under the same conditions as the concrete represented. resign strength beans and cylinders shall be cured conforming to S1iPT Bulletin C-11 (and supplements thereto). When control of concrete quality is by 28 day compressive tests, job control will be by 7 day flexural tests. If the required 7 day strength is not secured with the quantity of cement specified in Table 4, changes in the mix design shall be made and resubmitted for approval. Table 4• Classes of Concrete 1. Grade 1 coarse aggregate may be used in massive foundations only (except cased drilled shafts) with 4 inch minim n clear spacing between reinforcing steel. 2. When Type II cement is used in Class C or S concrete, the 7 day beam break requirement will be 550 psi; with Class A, 460 psi., minimum. 3. *The design water - cement ratio shall be appropriately adjusted for mixes With fly ash per ACI 211.1 or Min C-11 (and supplements thereto), as applicable. 403 06/28/91 6 Concrete for Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 Notes: 1 1 1 1 1 1 4. *Maximum air design contents for the five grades of coarse aggreagte, unless otherwise approved by Engineer, are 4.5% for Grade 1, 5.5X for Grade 2, and 6.01X for Grades 3, 4, and 5. 403.8 Mixing and Mixing Equipment All equipment, tools and machinery used for hauling materials and performing any part of the work shall be maintained in such condition to insure completion of the work without excessive delays. Mixing 'shall be done in a mixer of approved type and size that will produce uniform distribution of material thraghout the mass and shall be capable of producing concrete meeting requirements of ARM C 94, Ready -mixed Concrete and these specifications. Mixing equipment shall be capable of producing sufficient concrete to provide required quantities. Entire contents of the drum shall be discharged before any materials are placed therein for a succeeding batch. Improperly mixed concrete shall not be placed in a structure. The mixer may be batched by either volumetric or weight sensing equipment and shall be equipped with a suitable timing device that will lock the discharging mechanism and signal when specified time of mixing has elapsed. (1) Proporticning and Mixing Equipment For all miscellaneous concrete placements, a mobile, continuous, volumetric mixer or a volumetric or weight batch mixer of the rotating paddle type may be used. When approved by Engines in writing or when specified for use, these mixers may be used for other types of concrete construction, including structural concrete, if the number of mixers furnished will supply the amount of concrete required for the particular operation in question. These mixers shall be designed to receive all the concrete ingredients, including admixtures, required by the mix design in a continuous uniform rate and mix then to the required consistency before discharging. Mixers shall have adequate water supply and metering devices. For continuous volumetric mixers, the materials delivered during a revolution of the driving mechanism or in a selected interval, will be considered a batch end the proportion of each ingredient will be calculated in the same manner as for a batch type plant. Mixing time shall conform to recuui dations of manufacturer of mixer unless otherwise directed by E7gineer. (2) Fmdy- mixed Concrete Use of ready concrete will be permitted provided the botching plant and mixer trucks meet quality requirements specified herein. When ready -mixed concrete is used, additional mortar (1 sack cement, 3 parts sand and sufficient water) shall be added to each batch to coat the mixer drum. Ready -mixed concrete, hatching plant and mixer truck operation shall include the following: (a) A ticket system will be used that includes a copy for the Inspector. Ticket will have machine stamped time/date of concrete batch, weight of cement, fly ash, sand 403 06/28/91 7 Concrete for Structures and aggregates; exact nomenclature and written quantities of admixtures and water. My item missing or incrnplete on ticket may be cause for rejection of concrete. 403.10 Measurement (b) Sufficient trucks will be available to support continues placements. Contractor will satisfy Engineer that adequate standby trucks are available to support monolithic placement requirements. (c) A portion of mixing water required by the mix design to produce the specified slump may be withheld and added at the job site, but only with permission of Engineer and under the Inspector's observation. When water is added under these conditions, it will be thoroughly mixed before any slurp or strength samples are taken. Additional cement shall not be added at the job site to otherwise unacceptable mixes. (d) A metal plate(s) shall be attached in a prominent place on each truck mixer . plainly showing the various uses for which it was designed. The data shall include the drum's speed of rotation for mixing and for agitating and the capacity for complete othdng and/or agitating only. A copy of the manufacturer's design, shoving dimensions of blades, shall be available for inspection at the plant at all times. Accumulations of hardened concrete shall be removed to the satisfaction of the Engineer or Owner. (e) The loading of the transit mixers than not exceed rApnrity as shown on the manufacturer's plate attached to the mixer or 63 percent of the drum volume, whichever is the lesser volume. The loading of transit mixers to the extent of causing spill -out enroute to delivery will not be acceptable. Consistent spillage will be cause for disqualification of a supplier. (f) Excess concrete remaining in the drum after delivery and wash water after delivery shall not be dumped on the project site unless approval of the dump location is first secured from the Engineer or Owner. (3) land -mixed Concrete Hand nixing of concrete may be permitted for small placements or in case of an emergency and then only on authorization of the Engineer. Hand batches shall not exceed a 4 cubic foot batch in volume. Material volume ratios shall not be leaner than 1 part cement, 2 parts large aggregate, 1 part fine aggregate and enough water to produce a consistent mix with a slump not to exceed 4 inches. Admixtures shall not be used unless specifically approved by the Engineer. 403.9 Fx avatiai, Placing of Concrete, Finishing, Qsirg a i F dcfJJ Excavation, placing of concrete, finishing, curing and backfill shall conform to Item 401, "Structural Excavation and Backfill", and Item 410, "Concrete Structures. Where measurement of concrete for a structure is not provided by another governing pay item in the Project Manual, mrnsurement shall be made under this specification in accordance with the following. 403 06/28/91 8 Concrete for Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 The quantities of concrete of the various rlaasificatiots which constitute the completed and accepted structure or structures in place will be measured by the cubic yard, each, square foot, square yard or linear foot as indicated in the Project Manual. lleasurenalt will be as follows: (1) General (2) '. Quantity. For those it measured for plan quantity payment, adequate r ilatiens have been made. If no adjustment is required by Article 403.11, ...cimal measurements or calculations will not be required or made. (3) 'emitted in Place. For those items not measured for Plan Quantity payment, esuremant will be made in place, subject to the requirements of Article )3.10(1)(a) above. 403.11 Pa sent (a) Measurement based on dimensions shall be for the completed structure as measured in place. However, field - measured dimensions shall not exceed those indicated on the plans or as may have been directed by the Engineer in writing. (b) No deductions shall be made for chamfers less than 2 inches in depth, embedded portions of structural steel, reinforcing steel, nuts, bolts, conduits less than 5 inches in diameter, pre/post tensioning tendons, keys, waterstops, weep holes and expansion joints 2 inches or less in width. (c) No measurement shall be made for concrete keys between adjoining beams or prestressed concrete planks. (d) No measurement shall be made for fill concrete between the ends or adjoining prestressed concrete planks/box beams at bent caps or between the ends of prestressed concrete planks /box beams and abutment end walls. ( Eb measurement shall be made for inlet and junction box invert concrete. " ' b mmamc rant shall be made for any additional concrete required above the normal slab thickness for camber or crown. The work performed and materials furnished as prescribed by this item and measured in accordance with the applicable provisions of "Measurement" above will be paid for as follows. The quantity to be paid for will be that quantity shown on the contract plans and/or in the Project llanual, regardless of errors in calculations, except as may be modified by the following. Plan Quantities will be adjusted: (1) When a complete structure element has been erroneously included or omitted from the plans, the quantity shown cn the plans for that element will be added to or deducted from the plan quantity and included for paymstt. A carplete structure element will be the smallest portion of a total structure for which a quantity is included on the plans. Quantities revised in this manner will not be subject to the provisions of Section 00140, "General Conditions of Agreement", Article 5.02. 403 06/28/91 9 Concrete for Structures Ern (2) When the plan quantity for a complete structure element is in error by 5 percent or more, a recalculation will be me and the corrected quantity included for payment. Quantities revised in this manner will not be subject to the provisions of Section 00140, "General Conditions of Agreement ", Article 5.02 (3) When quantities are revised by a change in design, the "plan quantity" will be increased or decreased by the amount involved in the design change. Quantities revised in this manner will be subject to the provisions of Section 00140, "General Conditions of Agreeneit", Article 5.02 The party to the contract requesting the adjustment shall present to the other, a copy of the description and location, together with calculations of the quantity for the structure element involved. When this quantity is certified correct by the Engineer, it will became the revised plan quantity. Paymernt for increased or decreased costs due to a Change in design on those items measured as "Cubic Yard", "Each ", "Square Foot ", "Square Yard" or "Linear Foot" will be determined by Charge Order. Quantities revised in this manner will be subject to the provisions of Section 00140, "General Conditions of Agreement ", Article 5.02. The unit prices bid for the various classes of concrete shown shall be full L p. ration for furnishing, hauling, and mi,drg all concrete material; placing, finishing and curing all concrete; all grouting and pointing; furnishing and placing drains; furnishing and placing metal flashing strips; furnishing and placing expansion joint material required by this item and for all forms and falsecork, labor, tools, equipment and incidentals necessary to complete the work. Pay Item No. 403: (Structure or Structural Component) - Per (.hit Measure). 403 06/28/91 10 Concrete for Structures 1 1 1 1 1 1 1 1 ( I 1 1 1 1 1 1 1 1 406.1 Description This item shall consist of the furnishing and placing of reinforcing steel, deformed and smooth, of the size and quantity indicated and in accordance with these specifications. 406.2 Materials (1) Bars Bar reinforcement shall be deformed and shall conform to ASTM A 615, A 616, Grades 40, 60 or 75 and shall be open- hearth, basic oxygen or electric furnace new billet steel. unless otherwise indicated. Large diameter new billet steel (Nos. 14 and 18), Grade 75, will be permitted for straight bars only. Where bending of bar sizes No. 14 or No 18 of Grades 40 or 60 is required, bend testing shall be performed on representative specimens as described for smaller bars in the applicable ASTM specification. The required bend shall be 90 degrees at a minimum temperature of 60 F around a pin having a diameter of 10 times the nominal diameter of the bar and shall be free of cracking. Spiral reinforcement shall be either smooth or deformed bars or wire of the minimum diameter indicated Bars for spiral reinforcement shall comply with ASTM A 675, A 615 or A 617. Wire shall comply with ASTM A 82. The mini- mum yield strength for spiral reinforcement shall be 40,000 psi. In cases where the provisions of this item are in conflict with the provisions of the ASTM Designation to which refer- ence is made, the provisions of this item shall govern. Report of chemical analysis showing the percentages of carbon, manganese, phosphorus and sulphur will be re- quired for all reinforcing steel when it is to be welded, except for drill shafts. No tack welding will be allowed. All welding shall conform to the requirements of AWS D -1 -72. The nominal size and area and the theoretical weight (Ibs.) of reinforcing steel bars covered by these specifications are as follows: • Bar Size Nominal Nominal Area Weight per Number Diameter Inches Square Inches Linear Foot 2 0 250 0 05 0.167 3 0.375 0 11 0.376 4 0.500 0.20 0.668 5 0.625 0.31 1.043 6 0.750 0.44 1.502 7 0 875 0.60 2 044 8 1.000 0.79 2.670 9 1.128 1.00 3.400 10 1.270 1 27 4.303 11 1.410 1.56 5.313 14 t.693 2 25 7.65 18 2.257 4.00 13.60 Item No. 406 Reinforcing Steel Smooth bars, larger than No. 4. may be steel conforming to the above or may be furnished in any steel that meets the physical requirements of ASTM A 36. Smooth, round bars shall be designated by size number through No. 4. Smooth bars above No. 4 shall be desig- nated by diameter in inches. (2) Welded Wire Fabric Wire for fabric reinforcement shall be cold -drawn from rods hot - rolled from open- hearth, basic oxygen or electric furnace billet. Wire shall conform to the requirements of the Standard Specifications for Cold -Drawn Steel Wire for Concrete Reinforcement, ASTM A 82 or A 496. Wire fabric, when used as reinforcement, shall conform to ASTM A 185 or A 497. When wire is ordered by size numbers, the following relation between size number, diameter in inches and area shall apply unless otherwise indicated: Page 1 04 17 86 406 (3) 406.3 Bending 406 04 86 Size W Number 31 30 28 26 24 22 20 18 16 14 12 10 8 7 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1.2 1 0.5 0.628 0.618 0.597 0.575 0.553 0.529 0.505 0.479 0.451 0.422 0.391 0.357 0.319 0.299 0.276 0.265 0 252 0.239 0.226 0.211 0.195 0.178 0.160 0.138 0.124 0.113 0.080 Where deformed wire is required, the size number shall be preceded by D and for smooth wire the prefix W shall be shown. Chairs and Supports Chairs and Supports shall be steel. precast mortar or concrete blocks cast in molds meeting the approval of the Engineer /Architect of sufficient strength to position the reinforcement as indicated when supporting the dead load of the reinforcement, the weight of the workers placing concrete and the weight of the concrete bearing on the steel. Chairs shall be plastic coated when indicated. Chair Types and Applicable Uses Structural or Architectural Elements (columns, beams, walls, slabs) exposed to weather, not subjected to sand blasting, water blasting or grinding. Structural or Architectural Elements exposed to weather and subject to sand blasting, water blasting or grinding. Structural or Architectural Elements not exposed to weather or corrosive conditions. Slabs and grade beams cast on grade. Page 2 Nominal Nominal Diameter (inch) Area square Inches 0.310 0.300 0 280 0.260 0.240 0.220 0 200 0.180 1 160 0 140 0.120 0.100 0.080 0.070 0.060 0.055 0.050 0 045 0.040 0.035 0.030 0.025 0.020 0.015 0.012 0.010 0.005 Galvanized steel or steel chairs with plastic coated feet. Stainless steel chairs. Uncoated steel chairs Steel chairs with a base with 9 inch' minimum area or suf- ficient area to prevent the chair from sinking into fill or subgrade. Precast mortar or concrete blocks meeting the requirements of this item may be used. The reinforcement shall be bent cold, true to the shapes indicated. Bending shall preferably be done in the shop. Irregularities in bending shall be cause for rejection. r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Unless otherwise indicated, the inside diameter of bar bends, in terms of the nominal bar diameter (d), shall be as follows: Bends of 90 degrees and greater in stirrups, ties and other secondary bars that enclose another bar in the bend Bar Number Grade 40 Grade 60 3, 4, 5 3d 4d 6, 7, 8 4d • 5d All bends in main bars and in secondary bars not covered above. Bar Number Grade 40 Grade 60 Grade 75 3 thru 8 6d 6d — 9, 10 8d 8d — 11 8d 8d 8d 14,18 10d 10d — 406.4 Tolerances Fabricating tolerances for bars shall not be greater than shown on Standard 406 -1. 406.5 Storing Steel reinforcement shall be stored above the surface of the ground upon platforms, skids or other supports and shall be pro- tected as far as practicable from mechanical injury and surface deterioration caused by exposure to conditions producing rust. When placed in the work, reinforcement shall be free from dirt, paint, grease, oil or other foreign materials. Reinforcement shall be free from injurious defects such as cracks and laminations. Rust. surface seams, surface irregularities or mill scale will not be cause for rejection, provided the minimum dimensions, cross sectional area and tensile properties of a hand wire brushed speci- men meets the physical requirements for the size and grade of steel indicated. 406.6 Splices No splicing of bars, except when indicated or specified herein, will be permitted without written approval of the Engineer'Architect. No substitution of bars will be allowed without the approval of the Engineer %Architect. Any splicing of substituted bars shall con- form to Table 1. Splices not indicated will be permitted in slabs not more than 15 inches in thickness, columns, walls and parapets, but not in- cluded for measurement, subject to the following: Splices will not be permitted in bars 30 feet or less in plan length. For bars exceeding 30 feet in plan length, the distance center to center of splices shall not be less than 30 feet minus 1 splice length, with no more than 1 individual bar length less than 10 feet. Splices not indicated, but permitted hereby, shall conform to Table 1. The specified concrete cover shall be maintained at such splices and the bars placed in contact and securely tied together. Bar Number Table 1 Minimum Lap Requirements Grade 40 Grade 60 3 1 foot 0 inches 1 foot 0 inches 4 1 foot 2 inches 1 foot 9 inches 5 1 foot 5 inches 2 feet 2 inches 6 1 foot 9 inches 2 feet 7 inches 7 2 feet 4 inches 3 feet 5 inches No. 8 3 feet 0 inches 4 feet 6 inches No. 9 3 feet 10 inches 5 feet 8 inches No. 10 4 feet 10 inches 7 feet 3 inches No. 11 5 feet 11 inches 8 feet 11 inches Spiral steel shall be lapped a minimum of 1 turn. Bar No. 14 and No. 18 may not be lapped. Welding of reinforcing bars may be used only where indicated or as permitted herein. All welding operations. processes, equip- ment, materials, workmanship and inspection shall conform to the requirements indicated. All splices shall be of such dimension and character as to develop the full strength of the bar being spliced. End preparation for butt welding reinforcing bars shall be done in the field, except Bar No. 6 and larger shall be done in the shop Delivered bars shall be of sufficient length to permit this practice. Page 3 04 17 86 406 For box culvert extensions with less than 1 toot of fill, the existing longitudinal bars shall have a lap with the new bars as shown in Table 1. For box culvert extensions with more than 1 foot of fill, a minimum lap of 6 inches will be required. Unless otherwise indicated, dowel bars transferring tensile stresses shall have a minimum embedment equal to the minimum lap requirements shown in Table 1. Shear transfer dowels shall have a minimum embedment 0112 inches. 406.7 Placing Reinforcement shall be placed as near as possible in the position indicated. Unless otherwise indicated, dimensions shown for reinforcement are to the centers of the bars. In the plane of the steel parallel to the nearest surface of concrete, bars shall not vary from plan placement by more than '/2 of the spacing between bars. In the plane of the steel perpendicular to the nearest surface of concrete, bars shall not vary from plan placement by more than '/. inch. Cover of concrete to the nearest surface of steel shall as follows: 406.8 Measurement Minimum Cover, Inches (a) Concrete cast against and permanently exposed to earth 3 (b) Concrete exposed to earth or weather: Bar No. 6 through 18 bars 2 Bar No. 5, W31 or D31 wire and smaller 11/2 (c) Concrete not exposed to weather or in contact with ground: Slabs, walls, joists: Bar No. 14 and 18 11 Bar No. 11 and smaller 1 Beams, columns: Primary reinforcement, ties, stirrups, spirals 1' Shells, folded plate members: Bar No. 6 and larger 1 Bar No. 5, W31 or D31 wire, and smaller 1 Vertical stirrups shall always pass around the main tension members and be attached securely thereto. The reinforcing steel shall be spaced its required distance from the form surface by means of approved galvanized metal spacers, metal spacers with plastic coated tips, stainless steel spacers, plastic spacers or approved precast mortar or concrete blocks. For approval of plastic spacers on a project, representative samples of the plastic shall show no visible indications of deterioration after immersion in a 5 percent solution of sodium hydroxide for 120 hours. All reinforcing steel shall be tied at all intersections, except that where spacing is less than 1 foot in each direction, alternate intersections only need be tied. For reinforcing steel cages for other structural members, the steel shall be lied at enough inter- sections to provide a rigid cage of steel. Mats of wire fabric shall overlap each other 1 full space as a minimum to maintain a uniform strength and shall be tied at the ends and edges. Where prefabricated deformed wire mats are specified or if the Contractor requests, welded wire fabric may be substituted for a comparable area of steel reinforcing bar plan, subject to the approval of the Engineer /Architect. A suitable tie wire shall be provided in each block, to be used for anchoring to the steel. Except in unusual cases and when specifically authorized by the Engineer, the size of the surface to be placed adjacent to the forms shall not exceed 21 inches square or the equivalent thereof in cases where circular or rectangular areas are provided. Blocks shall be cast accurately to the thickness required and the surface to be placed adjacent to the forms shall be a true plane, tree of surface imperfections. Reinforcement shall be supported and tied in such a manner that a sufficiently rigid cage of steel is provided. If the cage Is not adequately supported to resist settlement or floating upward of the steel, overturning of truss bars or movement In any direction during concrete placement, permission to continue concrete placement will be withheld until corrective measures are taken. Sufficient measurements shall be made during concrete placement to insure compliance with the above No concrete shall be deposited until the Engineer /Architect has reviewed the placement of the reinforcing steel and all mortar, mud, dirt, etc, shall be cleaned from the reinforcement, forms, workers' boots and tools. The measurement of quantities of reinforcement furnished and placed will be based on the calculated weight of the steel actually placed as indicated, with no allowance made for added bar lengths for splices requested by the Contractor nor for extra steel used when bars larger than those indicated or with a higher grade of steel are substituted with the permission of the Engineer' 406 04 17/86 Page 4 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Architect. Tie wires and supporting devices will not be included in the calculated weights. The calculated weight of bar reinforce- ment will be determined using the theoretical bar weight set forth in this item. Measurement required by a change in design will be computed as described above for the actual steel required to complete the work. 406.9 Payment This item shall be paid for at the unit price bid per pound of "Reinforcing Steel ", which price shall be full compensation for furnishing, bending, fabricating, welding and placing reinforcement, for all clips, blocks, metal spacers, ties, chairs, wire or other materials used for fastening reinforcement in place and for all tools, labor. equipment and incidentals necessary to complete the work. s. Reinforcement in items specifically including the reinforcement shall not be paid for directly, but shall be included in the unit price bid for the items of construction in which the reinforcing steel is used. Payment, when included as a contract pay item, will be made under: Pay Item No. 406: Reinforcing Steel — Per Pound. End Page 5 04 17 86 406 - ,. (1) Preformed Asphalt Board 408.1 Description This item shall govern for the furnishing and placing of all longitudinal, contraction and expansion joint material in concrete work as herein specified in the various items of these specifications as indicated or as directed by the Engineer. 408.2 Material Item No. 408 Concrete Joint Materials Preformed asphalt board formed from cane or other suitable fibers of a cellular nature securely bound together and uniformly impregnated with a suitable asphaltic binder and meeting the requirements of the Standard Specifications for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction, ASTM D 1751. (2) Preformed Nonbituminous Fiber Material Preformed nonbituminous fiber material shall meet the requirements of the Standard Specifications for the Pre- formed Expansion Joint Filler for Concrete Paving and Structural Construction. ASTM D 1751, except that the re- quirements pertaining to bitumen content, density and water absorption shall be voided. (3) Boards Boards obtained from Redwood timber, of sound heartwood, free from sapwood, knots, clustered birdseye, checks and splits. Occasional sound or hollow birdseye, when not in clusters, will be permitted provided the board is free from any other defects that will impair its usefulness as a joint tiller. (4) Joint Sealer (Concrete Pavement) This material shall be a one part low modulus silicone especially designed to cure at ambient temperatures by react- ing with moisture in the air and shall have the following properties: (5) Backer Rod As Supplied Color Gray Flow, MIL- 2 -8802D Sec. 4.8.4 0.2 maximum Working Time, minutes 10 Tack -Free Time at 77 F ±2 F Min. MIL- 2 -8802D Sec.4.8.7 60 Cure time, at 77 F (25 C), days 7 -14 Full Adhesion, days 14 -21 As Cured —after 7 days at 77 F (25 C) and 40% RH Elongation, percent minimum 1200 Durometer Hardness, Shore A, points ASTM 2240 15 Joint Movement Capability, percent +100/ -50 Tensile Strength, maximum elongation, psi 100 Peel Strength, psi 25 The joint sealer shall adhere to the sides of the concrete joint or crack and shall be an effective seal against infiltration of water and incompressibles. The material shall not crack or break when exposed to low temperature. Backer Rod shall be expanded closed cell polyethylene foam compatible with sealant. No bond or reaction shall occur between rod and sealant. Backer Rod shall be of sufficient width to be in compression after placement and shall be used with joint sealer (6) Joint Sealing Material Joint Seating Material for other than pavement use may be a two- component, synthetic polymer or cold - pourable, self leveling type meeting the following requirements: The material shall adhere to the sides of the concrete joint or crack and shall form an effective seal against infiltration of water and incompressibles. The material shall not crack or break when exposed to low tempera- tures. Cunng is to be by polymerization and not by evaporation of solvent or fluxing of harder particles It shall cure sufficiently at an average temperature of 77 ±3 F so as not to pick up under wheels of traffic in a maxirnum of 3 hours. Page 1 04 17 86 408 Performance Requirements: When tested in accordance with Test Method Tex - 525 -C, the joint sealing material shall meet the above curing times and the requirements as follows: It shall be of such consistency that it can be mixed and poured or mixed and extruded into joints at temperatures above 60 F. Penetration, 77 F. 150 gm. Cone, 5 sec., max. -cm 0.90 Bond and Extension 75 %, 0 F, 5 cycles: ' Dry Concrete Blocks Pass Wet Concrete Blocks Pass Steel Blocks (Primed if specified by manufacturer) Pass Flow at 200 F None Water content % by weight. max. 5.0 Resilience: Original sample min. % (cured) 50 Oven -aged at 158 F. min. % 50 For Class 1 -a material only Cold Flow (10 min.) None 408.3 Construction Methods The Contractor shall install "Concrete Joint Materials" which will function as a compatible system. Joint sealer shall not be placed where a bond braker is present. Asphalt, Redwood board or other materials used shall extend the full depth of the concrete and shall be perpendicular to the exposed face. All joints shall be shaped to conform to the contour of the finished section in which they are installed. All material shall be a minimum of h inch thick or as indicated. Wood materials shall be anchored to the adjacent concrete to permanently hold them in place. Joint sealer shall be installed in accordance with the manufacturer's recommendations. The matenal used for sidewalk expansion joints, shall conform to No. 3 above, unless otherwise indicated. The material used for curb and gutter expansion joints filler shall conform to any of the above, except when placed adjacent to concrete pavement, the joint matenal shall match the pavement joint material. 408.4 Measurement and Payment No additional compensation will be made for materials, equipment or labor required by this item, but shall be considered subsidi- ary to the various items included in the contract. End 408 04117 86 Page 2 1 ( 1 1 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 1 410.1 Description (4) Curing Materials (5) Admixtures Property hem No. 410 Concrete Structures This item shall consist of the construction of all types of structures involving the use of structural concrete, except where the requirements are waived or revised by other governing specifications. All concrete structures shall be constructed in accordance with the design requirements and details indicated, in conformity with the pertinent provisions of the items contracted for, the incidental items referred to and in conformity with the requirements herein. 410.2 Materials (1) Concrete Concrete shall conform to Item No. 403, "Concrete for Structures ". The class of concrete for each type of structure or unit shall be as indicated or by pertinent goveming specifications. (2) Expansion Joint Material (a) Preformed Fiber Material Fiber material shall conform to Item No. 408, "Concrete Joint Materials ". (b) Joint Sealing Material Sealants shall conform to Item No. 408, "Concrete Joint Materials ". (c) Asphalt Board Asphalt Board shall conform to Item No. 408, "Concrete Joint Materials ". (d) Rebonded Neoprene Filler Rebonded neoprene filler shall consist of ground closed cell neoprene particles, rebonded and molded into sheets of uniform thickness of the dimensions indicated. Filler material shall have the following physical properties and shall meet the requirements of ASTM D 1752. Type 1 where applicable: Method Requirements Color Black Density ASTM D 1752 Type 1 40 PCG Minimum Recovery ASTM 0 1752 Type 1 90% Minimum Compression ASTM D 1752 Type 1 50 to 500 psi Extrusion ASTM D 1752 Type 1 0.25 In. Maximum Tensile strength ASTM D 1752 Type 1 20 psi Minimum Elongation 75% Minimum The manufacturer shall furnish the Engineer with certified test results as to the compliance with the above requirements and a 12 inch x 12 inch x 1 inch sample from the shipment for approval. (3) Waterstop Unless otherwise indicated, copper waterstop shall be 16 ounce material conforming to Item No. 720, "Metal for Structures ". Rubber waterstops or Polyvinyl Chloride (PVC) waterstops shall conform to Item No. 438, "Elastomeric Matenals". Cunng materials shall conform to Item No. 409, "Membrane Curing", except curing of bridge decks and the top of direct traffic culverts shall be cured with Type I (Resin Base) curing compound only. Retarding, water reducing and air entraining agents shall conform to Item No. 405, "Concrete Admixtures ". 410 Rev. 0310187 Page 1 Concrete Structures (6) City of Austin Survey Monuments The Transportation and Public Services Department shall furnish permanent survey monuments to be cast in con( crete as Indicated or as directed by the Engineer. 1 1 1 410.3 General Requirements Before starting work, the Contractor shall inform the Engineer fully of the construction methods he proposes to use, the ade- quacy of which shall be subject to the review by the Engineer. Plans for forms and falsework for piers and superstructure spans over 20 feet long and for all widening details shall be submitted to the Engineer for review, if requested. Similar plans shall be submitted for other units of the structure, if requested by the Engineer. The plans shall be prepared on standard 22 inch by 36 inch sheets and shall show all essential details of the proposed forms, falsework and bracing to permit a structural analysis. Four sets of such plans will be r equired. Concurrence on the part of the Engineer in any proposed construction methods, approval of equipment or of form and falsework plans does nol relieve the Contractor of the responsibility for the safety or correctness of his methods and adequacy of his equipment or from carrying out the work in full accordance with the contract. Unless otherwise indicated. the requirements in the succeeding paragraphs shall govem the time sequence in which construc- tion operations may be carned on and for the opening of completed structures to traffic: Superstructure members, forms. falsework or erection equipment shall not be placed on the substructure before the con- crete therein has attained a 500 psi flexural strength. Storage of materials on completed portions of a structure will not be permitted until all curing requirements for those panic- 1 ular portions have been met. No forms shall be erected on concrete footings supported by piling or drilled shafts until the concrete therein has attained a minimum flexural strength of 400 psi. Such work may begin on spread footings after the concrete therein has aged at least 2 curing days. Concrete may be placed as soon as the forms and reinforcing steel are approved. The support of tie beam and/or forms by falsework placed on previously placed tie beams is permissible provided such beams have attained 500 psi flexural strength. curing requirements are completed and the beams are properly supported` - 1 to eliminate stresses not provided for in the design. Bridges and direct traffic culverts shall not be opened to construction traffic or to the traveling public until authorized by the - Engineerin accordance with the following: Authorization may be given after the last slab concrete has been in place at least 14 days for light construction traffic not to exceed a V. ton vehicle. Authonzation to pace embankments to allow normal construction traffic and when necessary to the traveling public, may be given after the last slab concrete has been in place 30 days or when the minimum compressive strength (lc) has reached the 28 day strength conforming to Item No. 403, "Concrete for Structures" or as indicated. 410.4 Drains Weep holes and roadway drains shall be installed and constructed as indicated. 410.5 Expansion Joints Joints and devices to provide for expansion and contraction shall be constructed where and as indicated. The beanng area under the expansion ends of concrete slabs and slab and girder spans shall be given a steel trowel finish and finished to the exact grades required. The material used to separate expansion surfaces shall be as indicated and placed so that concrete or mortar cannot be subsequently worked around or under it. Concrete adjacent to armor joints and finger joints shall be placed carefully to avoid defective anchorage and porous or hon- eycombed concrete in such areas. All open joints and joints to be filled with expansion joint material shall be constructed using forms adaptable to loosening or early removal. To avoid expansion or contraction damage to the adjacent concrete, these forms shall be loosened as soon as possible after final concrete set to permit free movement of the span without requiring full form removal. Preformed fiber joint material or other material indicated shall be used in the vertical joints of the roadway slab, curb, median c sidewalk. The top 1 inch thereof shall be filled with joint sealing material, as specified herein. When different material is indicated it shall be used. 410 Rev. 09130187 Page 2 Concrete Structures 1 1 1 1 1 1 1 1 1 1 1 Prior to placing the sealing material, the vertical faces of the joint shall be cleaned of all laitance by sandblasting or by mechan- ical routing. Cracked or Walled edges shall be repaired. The joint shall be blown clean of all foreign matenal and sealed. Where preformed fiber joint material is used, it shall be anchored to the concrete cn one side of the joint by light wire or nails to prevent the matenal from falling out. Finished joints shall conform to the plan details with the concrete sections completely separated by the specified opening or pint material. Soon after form removal and again where necessary after surface finishing, all projecting concrete shall be removed along ex- . posed edges to secure full effectiveness of the expansion joints. t 410.6 Construction Joints The joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set shall be deemed a construction joint. The term monolithic placement shall be interpreted to mean that the manner and sequence of concrete placng shall not create construction joints. Construction joints shall be of the type and at the locations indicated. Additional joints will not be permitted without written autho- nzation from the Engineer and when authorized, shall have details equivalent to those indicated for joints in similar locatiors. Unless otherwise provided, construction joints shall be square and normal to the forms. Bulkheads shall be provided in the forms for all joints, except when horizontal. All vertical construction joints shall be chamfered. All horizontal construction joints shall be routed or grooved. Construction joints requiring the use of joint sealing material shall be as indicated or as directed by the Engineer. The material will be indicated on the plans without reference to joint type. A concrete placement terminating at a horizontal construction joint shall have the top surface roughened thoroughly as soon as practicable after initial set is attained. The surfaces at bulkheads shall be roughened as soon as the forms are removed. The hardened concrete surface shall be thoroughly cleaned of all loose material, laitance, dirt or foreign matter and saturated with water so it is moist when placing fresh concrete against it. Forms shall be drawn tight against the existing concrete anc the joint surface flushed with grout just prior to placing the fresh concrete. 410.7 Foundation Excavation for foundations shall conform to Item No. 401, "Structural Excavation and Backlit!". Concrete for foundation seals, unless otherwise indicated, shall be Class E Concrete and placed in accordance with the rec_ re- ments herein. The top of the completed seal shall not vary from plan grade or the grade established by the Engineer. Where a concrete seal is indicated, the design will be based on the normal water elevation as indicated. If the foundation con- crete can be placed in the dry at the time of construction, the seal will not be required. If additional seal is necessary for the conditions existing during the time of construction, its thickness shall be increased as deemed necessary by the Contractor and at his expense. If the conditions existing at the time of construction require a seal for placing the foundation concrete in the dry and none is indicated, the Contractor shall place an adequate seal at his expense. The seal shall be allowed to set for at least 36 hours before the caisson or cofferdam is dewatered, after which the top of the seal shall be cleaned of all laitance or other soft material and all high spots exceeding the above limitation shall be cut off and removed. 410.8 Falsework The Contractor is totally responsible for all falsework. He shall design and construct to safely carry the maximum anticipated loads and to provide the necessary rigidity. Details of falsework construction shall be subject to review by the Engineer. but Engineer's review shall in no way relieve the Contractor of responsibility of the adequacy and safety of the falsework design. All timber used in falsework centering shall be sound, in good condition and free from defects which will impair its strength. When wedges are used to adjust falsework to desired elevations, they shall be used in pairs to insure even bearing. Sills or grillages shall be large enough to support the superimposed load without settlement and unless founded on solid rock, shale or other hard materials, precautions shall be taken to prevent yielding of the supporting material. Falsework which cannot be founded on a satisfactory spread looting shall be placed on piling driven to a bearing capacity suffi- cient to support the superimposed bad without settlement. The safe bearing capacity of piling shall be determined by test loads or by such other methods that may be required or acceptable to the Engineer. 410 Rev. 09/30/87 Page 3 Concrete Structures 410.9 Forms Forms for precast prestressed concrete members and for prestressed piling shall be constructed conforming to Item No 425, 'Prestressed Concrete Structures". (1) General Except where otherwise indicated, forms may be of either timber or metal. 410 Rev. 09130187 Form lining shall be of an approved type such as masonite or plywood. Thin membrane sheeting such as poly ethylene sheets shall not be used for fore lining. 1 In general, each falsework bent shall be capped transversely by a member of proper size. A short cap section forming a T -head may be substituted to permit the removal of portions of the forms without disturbing the falsework. Caps shall be securely fas- tened to each pile or column in the bent and set at the proper elevation to produce, in conjunction with the use of approv wedges or jacks. permanent camber indicated, plus a construction camber covering allowance for deformation of the forms falsework. The use of wedges to compensate for incorrectly cut bearing surfaces will not be permitted. Each falsework bent stun be securely braced to provide the stiffness required with the bracing securely fastened to each pile or column it crosses. In setting falsework for arches, allowances shall be made for settlement of falsework, deflection of the arch and permanent camber. Provision shall be made by suitable wedges, sand jacks or other acceptable devices for the controlled lowering of falsework when the arch is swung. Falsework may be required to be placed on jacks to provide for settlement correction during concrete placement. When the falsework is no longer required, it shall be removed. Falsework piling shall be pulled or cut off not less than 6 inches below finished ground level. Falsework and piling in a stream, lake or bay shall be completely removed to a point specified by the Engineer to prevent any obstruction to the waterway. 1 1 Forms for round columns exposed to view shall be of steel, except that other materials will be allowed with written ' permission of the Engineer. Forming plans shall be submitted for approval. Forms shall be designed for the pressure exerted by a liquid weighing 150 pounds per cubic foot. The rate of placing the concrete shall be taken into consideration in determining the depth of the equivalent liquid. For job fabricated forms an additional live load of 50 pounds per square foot shall be allowed on horizontal surfaces. The maximum unit stresses shall not exceed 125 percent of the allowable stresses used by the Owner for the design of structures Commercially produced structural units used in form work shall not exceed the manufacturer's maximum allow load for moment, shear or end reaction. The maximum working load shall include a live load of 35 pounds — per square foot of horizontal form surface and sufficient details and data shall be submitted for use in checking form work details for approval. Forms shall be practically mortar - tight, rigidly braced and strong enough to prevent bulging between supports and maintained to the proper line and grade during concrete placement. Forms shall be maintained in a manner that will prevent warping and shrinkage. Deflections due to cast-in-place slab concrete and railing shown in the dead load deflection diagram shall be taken into account in the setting of slab forms. All forms and footing areas shall be cleaned of any extraneous matter before placing concrete. Permission to place concrete will not be given until all of such work is complete to the satisfaction of the Engineer. If, at any stage of the work, the forms show signs of bulging or sagging, the portion of the concrete causing such condition shalt be removed immediately, If necessary and the forms shall be reset and securely braced against fur- ther movement. (2) Timber Forms Lumber for forms shall be property seasoned, of good quality and free from imperfections which would affect its strength or impair the finished surface of the concrete. The lumber used for facing or sheathing shall be finished on at least 1 side and 2 edges and shall be sized to uniform thickness. Form lining will be required for all formed surfaces, except for the inside of culvert barrels, inlets, manholes and box girders, the bottom of bridge decks between beams or girders, surfaces that are subsequently covered by bacidill matenal or are completely enclosed and any surface formed by a single finished board. Lining will not be required when plywood forms are used. 1 1 Page 4 Concrete Structures 410 Rev. 09/30187 Forms may be constructed of plywood not less than V inch in thickness, with no form lining required. The grain of the face plies on plywood forms shall be placed parallel to the span between the supporting studs or joists. Plywood used for forming surfaces which remain exposed shall be equal to that specified as B - Plylorm Class I or Class 11 Extenor of the U.S. Department of Commerce. National Bureau of Standards. U.S. Product Standard, latest edition. Forms or form lumber to be reused shall be maintained clean and in good condition. Any lumber which is split, warped. bulged, marred or has defects that will produce interior work shall not be used and if condemned, shall be promptly removed from the work. Studs and joists shall be spaced so that the facing form material remains in true alignment under the imposed loads Wales shall be spaced close enough to hold forms securely to the designated lines and scabbed at least 4 feet on . each side of joints to provide continuity. A row of wales shall be placed near the bottom of each placement. Facing material shall be placed with parallel and square joints and securely fastened to supporting studs. Forms for surfaces receiving only an ordinary finish and exposed to view shall be placed with the form panels sym- metrical, i.e., long dimensions set in the same direction. Horizontal joints shall be continuous. Molding specified for chamfer steps or other uses shall be made of materials of a grade that will not split when nailed and which can be maintained to a true line without warping. Wood molding shall be mill cut and dressed on all faces. Unless otherwise indicated, forms shall be filleted at all sharp comers and edges with triangular chamfer strips mea- suring 3/4 inch on the sides. Forms for railings and ornamental work shall be constructed to standards equivalent to first class millwork. All mold- ings, panel work and bevel strips shall be straight and true with neatly mitered joints designed so the finish work is true, sharp and clean cut. All forms shall be constructed to permit their removal without marring or damaging the concrete. The forms may be given a slight draft to permit ease of removal. Metal form ties of an approved type or a satisfactory substitute shall be used to hold forms in place and shall be of a type that permits ease of removal of the metal as hereinafter specified. All metal appliances used inside of forms for alignment purposes shall be removed to a depth of at least' inch from the concrete surface. They shall be made so the metal may be removed without undue chipping or spatting and when removed, shall leave a smooth opening in the concrete surface. Buming off of rods, bolts or ties will not be permitted. Any wire ties used shall be cut back at least h inch from the face of the concrete and properly patched. Devices holding metal ties in place shall be capable of developing the strength of the tie and adjustable to allow for proper alignment. Metal and wooden spreaders which are separate from the forms shall be removed entirely as the concrete is being placed. Adequate clean -out openings shall be provided for narrow walls and other locations where access to the bottom of the forms is not readily attainable. Prior to placing concrete, the lacing of all forms shall be treated with oil or other bond breaking coating of such composition that it will not discolor or otherwise injuriously affect the concrete surface. Care shall be exercised to prevent coating of the reinforcing steel. (3) Metal Forms The foregoing requirements for timber forms as regards design, mortar - tightness, filleted comers, beveled projec- tions, bracing, alignment, removal, reuse and wetting shall also apply to metal forms, except that these will not re- quire lining, unless specifically indicated. The thickness of form metal shall be as required to maintain the true shape without warping or bulging. All bolt and rivet heads on the facing sides shall be countersunk. Clamps, pins or other connecting devices shall be designed to hold the forms rigidly together and to allow removal without injury to the concrete. Metal forms which do not present a smooth surface or line up properly shall not be used. Metal shall be kept free from rust, grease or other foreign matenals. (4) Form Supports for Overhang Slabs Form supports which transmit a horizontal force to a steel girder or beam or to a prestressed concrete beam will be Page 5 Concrete Structures 410 Rev. 09 /30)87 permitted, but shall not be used unless a structural analysis has been made of the affect on the girder or beam and approval is granted by the Engineer. When overhang brackets are used on prestressed concrete beams, the following shall apply: (c ) Air or Concrete Temperature whichever Is higher 35 F to 79 F Over 80 F Nonagltated Concrete Agitated Concrete 90 F or above 75 F to 89 F 35 F to 74 F Maximum Time 30 minutes 15 minutes 45 minutes 60 minutes 90 minutes Page 6 Concrete Structures l 1 1 (a) In normal spans or in spans skewed not more than 15 degrees, overhang brackets may be used to support standard slab overhangs of widths not exceeding 3 feet, 11/2 inches without additional support or bracing, when Type A, 8, C and Type IV beams are used. When the 15 degree skew angle is exceeded, additional support shall be provided by welding No. 5 reinforcing bars to the stirrups of the exterior beam and adjacent interior beam. Such bars shall be approximately 11/2 inches above the bottom of the slab and spaced not more Than 5 feet, center to center. (b) In normal or skewed spans with standard overhangs not exceeding 3 feet, 11/2 inches, additional support shall be provided using No. 5 bars as specified above and in addition, braces or struts, equivalent in size to a 4 inch x 4 inch timber, shall be wedged between the bottom flanges of the exterior and adjacent interior beam and spaced not more than 15 feet between struts or struts and permanent diaframs, when SDHPT Size 48 inch through 72 inch beams are used. Spans in which the overhang width exceeds 3 feet, 11/2 inches will require additional support for the outside beams to resist torsion. Details of the Contractor's proposed method of providing additional sup- port shall be included with the stab forming plans submitted to the Engineer for review and approval. (d) To counteract torsion effects, diafram concrete shall be placed and cured and the diafram bars tightened prior to slab placing. Holes in steel members for support of overhang brackets may be punched or dnlled full size or may be torch cut to V. inch under size and reamed full size. In no case shall the holes be burned full size. The hole shall be left open unless indicated to be filled with a button head bolt. They shall never be filled by welding. 410.10 Placing Reinforcement Reinforcement in concrete structures shall be placed carefully and accurately and rigidly supported as provided in Item No. 406, "Reinforcing Steel ". Reinforcing steel supports shall not be welded to I -beams or girders or stirrups of prestressed concrete beams. 1 410.11 Placing Concrete, General The minimum temperature of all concrete at the time of placement shall not be less than 50 F. The maximum temperature of any concrete, unless otherwise indicated, shall not exceed 95 F when placed. The maximum temperature of cast -in -place concrete in bridge superstructures, diaframs, parapets, concrete portions of railing, curbs and sidewalks and direct traffic box culverts shall not exceed 85 F when placed. Other portions of structures, when indicated, shall require the temperature control specified. For continuous placement of the deck on continuous steel units, the initial set of the concrete shall be retarded sufficiently to insure that it remains plastic in not less than 3 spans immediately preceding the one being placed. For simple spans, retardation shall be required only if necessary to complete finishing operations. The consistency of the concrete as placed should allow the completion of all finishing operations without the addition of water to the surface. When conditions are such that additional moisture is needed for finishing, the required water shall be applied to the surface by fog spray only and shall be held to a minimum amount. Fog spray for this purpose may be applied with hand operated fogging equipment. • The height of free fall of concrete shall be limited to 3 — 4 feet to prevent segregation. The maximum time interval between the addition of cement to the batch and the placing of concrete in the forms shall not exceed the following: 1 1 1 1 1 1 1 1 1 1 1 The use of an approved retarding agent in the concrete will permit the extension of each of the above temperature -time maxi. mums by 30 minuses for bridge decks, top slabs of direct traffic culverts and cased drilled shafts and 1 hour for all other concrete except that the maximum lime shall not exceed 30 minutes for nonagdated concrete. From the time of initial strikeoft until final finish is completed and required interim curing is in place, the unformed surfaces of slab concrete in bridge decks and top slab of direct traffic culverts and concrete slabs, shall be kept damp, not wet, to offset the effects of rapid evaporation of mixing water from the concrete due to wind, temperature, low humidity or combinations thereof. Fogging equipment capable of applying water in the forte of a fine fog mist, not a spray, will be required. Fogging will be applied at the times and in the manner directed by the Engineer. Fogging equipment may be either water pumped under high pressure or a combination of air and water, either system in com- bination with a proper atomizing nozzle. The equipment shall be sufficiently portable for use in the direction of any prevailing winds. The equipment shall be adapted for intermittent use to prevent excessive wetting of the surfaces. Upon completion of the final finish, interim curing will be required for slab concrete in bridge decks and top slabs of direct traffic culverts as follows: (1) Required water curing shall begin as soon as it can be done without damaging the concrete finish. (2) Unless otherwise indicated, Type 1 membrane curing compound (Resin Base Only) shall be applied to the slab surface. The Contractor shall give the Engineer sutficient advance notice before placing concrete in any unit of the structure to permit the review of forms, reinforcing steel placement and other preparations. Concrete shall nol be placed in any unit prior to the comple- tion of form work and placement of reinforcement therein. Concrete mixing. placing and finishing shalt be done in daylight hours, unless adequate provisions are made to light the entire placement site. Concrete placement will not be permitted when impending weather conditions will impair the quality of the finished work. If rainfall should occur after placing operations are started, the Contractor shall provide ample covering to protect the work. If conditions of wind, humidity and temperature are such that concrete cannot be placed without cracking, concrete placement shall be done in the early morning or at night. The sequence for placing concrete shall be as indicated or as required herein. The placing shall be regulated so the pressures caused by the plastic concrete shall not exceed the bads used in the form design. . The method of handling, placing and consolidation of concrete shall minimize segregation and displacement of the reinforce- ment and produce a uniformly dense and compact mass. Concrete shall not have a free fall of more than 4 feet, except in the case of thin wall sections. Any hardened concrete spatter ahead of the plastic concrete shall be removed. The method and equipment used to transport concrete to the forms shall be capable of maintaining the rate of placement. Con- crete may be transported by buckets, chutes, buggies, belt conveyors, pumps or other acceptable methods. When belt conveyors or pumps are used, sampling for testing will be done at the discharge end. Concrete transported by con- veyors shall be protected from sun and wind, if necessary, to prevent loss of slump and workability. Pipes through which concrete is pumped shall be shaded and/or wrapped with wet burlap, fl necessary, to prevent loss of slump and workability. Concrete shall not be transported through aluminum pipes. tubes or other aluminum equipment. The coarse aggregate con lent of the concrete shall be within the limits specified in Item No. 403. "Concrete for Structures ". Chutes, troughs, conveyors or pipes shall be arranged and used so that the concrete ingredients will not be separated. KTen steep slopes are necessary, the chutes shall be equipped with baffle boards or made in short lengths that reverse the direction of movement or the chute ends shall terminate in vertical down - spouts. Open troughs and chutes shall extend, it necessary. down inside the forms or through holes left in them. All transporting equipment shall be kept clean and free from hardened concrete coatings. Water used for cleaning shall be discharged clear oI the concrete. Each part of the forms shall be filled by depositing concrete as near its final position as possible. The coarse aggregate shall be worked back from the face and the concrete forced under and around the reinforcement bars without displacing them. Depositing large quantities at one point and running or working it along the forms will not be allowed. Concrete shall be deposited in the forms in layers of suitable depth but not more than 36 inches in thickness, unless otherwise directed by the Engineer. The sequence of successive layers or adjacent portions of concrete shall be such that they can be vibrated into a homogeneous mass with the previously placed concrete without a cold joint. Not more than 1 hour shall elapse between adjacent or successive placements of concrete. Unauthorized construction joints shall be avoided by placing all concrete between the authorized joints in one continuous operation. 410 Rev. 09130187 Page 7 Concrete Structures An approved retarding agent shag be used to control stress cracks and /or authorized cold joints In mass placements where differential settlement and/or setting lime may induce stress cracking, such as on false work, In deep girder stems. etc. Openings in forms shall be provided. if needed, for the removal of laitance or foreign matter of any kind. All forms shall be wetted thoroughly before the concrete is placed therein. All concrete shall be well consolidated and the mortar flushed to the form surfaces by continuous working with immersion type vibrators. Vibrators which operate by attachment to forms or reinforcement will not be permitted. except on steel forms. At least 1 standby vibrator shall be provided for emergency use in addition to the ones required for placement. For lightweight concrete, vibrators of the high frequency type which produce a minimum of 7000 impulses per minute will be required. The concrete shall be vibrated immediately after deposition. Prior to the beginning of work, a systematic spacing of the points of vibration shall be established to insure complete consolidation and thorough working of the concrete around the reinforcement, embedded fixtures and into the corners and angles of the forms. Immersion type vibrators shall be inserted vertically, at points 18 to 30 inches apart and slowly withdrawn. The vibrator may be inserted in a sloping or horizontal position in shallow slabs. The entire depth of each lift shall be v orated, allowing the vibrator to penetrate several inches into the preceding lift. Concrete along construction joints shall be thoroughly consolidated by operating the vibrator along and close to but not against the joint surface. The vibration shall continue until thorough consolidation and complete embedment of reinforcement and fixtures is produced, but not log enough to cause segregation. Vibration may be supplemented by hand spading or rodding, it necessary, to insure the flushing of mortar to the surface of all forms. Holes for anchor bolts in piers, abutments, bents or pedestals may be drilled or formed by the insertion of oiled wooden plugs or metal sleeves in the plastic concrete. Formed holes shall be large enough to permit horizontal adjustments of the bolts. The bolts shall be carefully set in mortar. In lieu of the above, anchor bolas may be set to exact locations when the concrete is placed. Slab concrete shall be mixed in a plant located off the structure. Carting or wheeling concrete batches over completed slabs will not be permitted until they have aged at least 4 full curing days or timber planking, placed on lop of the slab for the carts to traverse along . Carts shall be equipped with pneumatic tires. Curing operations shall not be interrupted for the purpose of wheel- ing concrete over finished slabs. Exposed concrete surfaces, while still plastic, shall be stamped with an impression having the Contractor's name. the month and year. The stamp shall be of an approved design. After concrete has taken is initial set, to prevent damage to the concrete at least 1 curing day shall elapse before placing strain on projecting reinforcement The storing of reinforcing or structural steel on completed roadway slabs generally shall be avoided and when permitted, shall be limited to quantities and distribution that will not induce excessive stresses. 410.12 Placing Concrete in Cold Weather (1) General The Contractor is responsible for the protection of concrete placed under any and all weather conditions and is under adverse producing eher conditions prove unsatisfactory, it placed halll be removed and replaced. Should concrete placed (2) Cast-In-Place Concrete Concrete tactwith aany placed aterial coated with atmospheric rost or having temperature Concrete shall not be placed in temperature a less than 32 F. concretettemperaturef,the frost and frozen water shat be healed uniformly, in e with the following: specified wing: The water temperature shall not exceed 180 F and /or the aggregate temperature shall not exceed 150 F. The heating apparatus shall heal the mass of aggregate uniformly. The temperature of the mixture of aggregates and wafer shall be between 50 F and 85 F before introduction of the cement. All concrete shall be effectively protected as follows: (a) The temperature of slab concrete of all unformed surfaces shall be maintained at 50 F or above for a period of 72 hours from lime of placement and above 40 F for an additional 72 hours. (b) The temperature at the surface of all concrete in bents, piers, culvert walls, retaining walls. parapets. wingwalls, bosom of slabs and other similar forms shall be maintained at 40 F or above fora period oI 72 hours from time of placement. Page 8 Concrete Structures (c) The temperature of all concrete, including the bottom slabs of culverts placed on or in the ground, shall be maintained above 32 F for a period of 72 hours from time of placement. Protection shall consist of providing additional covering, insulated forms or other means and if necessary, supple- menting such covering with artificial heating. Curing shall be provided during this penod until all requirements for cunng have been satisfied. When impending weather conditions indicate the possibility of the need for such temperature protection, all neces- sary heating and covering material shall be on hand ready for use before permission is granted to begin placement. Sufficient extra test specimens will be made and cured with the placement to ascertain the condition of the concrete as placed prior to form removal and acceptance. (3) Precast Concrete A fabricating plant for precast products which has adequate protection from cold weather in the Ions of permanent or portable framework and covenng, which protects the concrete when placed in the forms and is equipped with ap- proved steam curing facilities may place concrete under any low temperature conditions provided: (a) The framework and covering are placed and heat is provided for the concrete and the forms within 1 hour after the concrete is placed. This shall not be construed to be 1 hour after the last concrete is placed, but that no concrete shall remain unprotected longer than 1 hour. (b) Steam heat shall keep the air surrounding the concrete between 50 F and 85 F for a minimum of 3 hours prior to beginning the temperature rise which is required for steam curing. 410.13 Placing Concrete In Hot Weather When the temperature of the air is above 85 F, an approved retarding agent will be required in all exposed concrete, concrete used in superstructures, lop slabs of direct traffic culverts and all cased dnlled shafts regardless of temperatures. The maximum temperature of all concrete, unless otherwise indicated shall not exceed 95 F. 410.14 Placing Concrete In Water Concrete shall be deposited in water only when indicated or with written permission of the Engineer. The forms, cofferdams or caissons shall be sufficiently tight to prevent any water current passing through the space in which the concrete is being depos- ited. Pumping will not be permitted during the concrete placing nor until It has set for at least 36 hours. The concrete shall be placed with a tremie, closed bottom -dump bucket or other approved method and shall not be permitted to fall freely through the water nor shall it be disturbed after it has been placed. Its surface shall be kept approximately level during placement. The tremie shall consist of a water -tight tube 14 inches or less in diameter. It shall be constructed so that the bottom can be sealed and opened after it is in place and fully charged with concrete. It shall be supported so that it can be easily moved horizon- tally to cover all the work area and vertically to control the concrete flow. - Bottom -dump buckets used for underwater placing shall have a capacity of not less than '/z cubic yard. It shall be lowered gradu- ally and carefully until it rests upon the concrete already placed and raised very slowly during the upward travel; the intent being to maintain still water at the point of discharge and to avoid agitating the mixture. The placing operations shall be continuous until the work is complete. Unless otherwise indicated, all concrete placed under water shall be Class E. 410.15 Placing Concrete in Superstructure Unless otherwise indicated, simple span roadway slabs shall be placed without transverse construction joints by using a longitu- dinal screed or a self propelled transverse finishing machine. The screed shall be adequately supported on a header or rail system sufficiently stable to withstand the longitudinal or lateral thrust of the equipment. Unless otherwise indicated, temporary intermediate headers will be permitted for placements exceeding 50 feel in length for the longitudinal screed, provided the rate of placement is rapid enough to prevent a cold joint and these headers are designed for early removal to permit satisfactory consol- idation and finish of the concrete at their locations Unless otherwise indicated, slabs on continuous units shall be placed in one continuous operation without transverse construc- tion joints using a longitudinal screed or a sell propelled transverse finishing machine. Rails for transverse finishing machines supported from the beams or girders shall be installed so they may be removed without damage to the slab. Bond between removable supports and the concrete shall be prevented in a mariner acceptable to the Engineer. Rail support parts which re- main embedded in the slab shall not project above the upper mat of reinforcing steel. Rail or screed supports attached to I -beams or girders shall be subject to "General Requirements stated above. 410 Rev. 09130187 Page 9 Concrete Structures For continuous placements of slab on steel or prestressed members, continuous slab and girder units or continuous slab spans, the Contractor shall submit his rate of placement schedule. For simple span units, a minimum rate of placement for a particular unit may be indicated. It not so indicated, the Contractor shall satisfy the Engineer that the equipment furnished is capable of Pacing, finishing and cunng the slab at an acceptable rate to insure compliance with the specifications. The profile gradeline may require adjustment, due to variation in beam camber and other factors, to obtain the required cover over the slab reinforcement. Beams shall be set in a sufficient number of spans So that when adjustment is necessary the profile gradeline can be adjusted over suitable increments so that the revised gradeline will produce a smooth riding surface. One or more passes shall be made with the screed over the bridge deck segment prior to the placement of concrete thereon to insure proper operation and maintenance of grades and clearances. Slab concrete shall be deposrted between the exterior beam and the adjacent beam prior to placing concrete in the overhang portion of the slab. For transverse slab finishing, concrete shall be placed in transverse strips, proceeding from the lowest end of the placement. For longitudinal screeding, concrete shall be placed in longitudinal strips starling at a point in the center of the segment adjacent to one side, except as provided herein and the stnp completed by placing uniformly in both directions toward the ends except that for spans on a grade of 1.5 percent or more, placing shall start at the lowest end. The width of strips shall be such that the concrete therein will remain plastic until the adjacent strip is placed. Where monolithic curb construction is specified, the con- crete shall be placed therein in proper sequence to be monolithic with the adjacent longitudinal strips.of the slabs. Forms for the bottom surface of concrete slabs, girders and overhangs shall be maintained true to the required vertical alignment during concrete placing. An approved system of checking shall be used to detect any vertical movement of the forms or falsework. Unless otherwise indicated, girders, slab and curbs of deck girder spans shall be placed monolithically. The girder stems shall be filled first and the slab concrete placed within the time limits specified in "Placing Concrete, General" above. . Construction joints when permitted for slab placements on steel and prestressed concrete beams shall be as indicated. Where plans permit segmental placing, without specifying a particular order of placement, any logical placing sequence which will not result in the overstressing of any of the supporting members will be permitted subject to the approval of the Engineer. Any falsework under steel girder or truss spans shall be released and the spans swung free on their permanent supports before( placing any slab concrete thereon. - ! When the curb forms are filled, the top of curb and sidewalk section shall be brought to the correct camber and alignment and finished as described in "Treatment and Finishing of Honzontal Surfaces Except Roadway Slabs" and "Ordinary Surface Finish", below. The slab shall be finished as specified in "Finish of Roadway Slabs ", below. When the slab is to receive an additional wearing surface or level-up (widening), it shall be given a reasonable smooth float or screed finish. 410.16 Placing Concrete In Concrete Arches Concrete shall be placed in arch rings so the loading is kept symmetrical on the falsework. The arch rings and ribs shall be placed in one continuous operation unless otherwise indicated or permitted by the Engineer. The spandrel walls or columns and the beams shall not be placed until the arch is swung..Floor slab, railing, parapet walls, etc., shall not be placed until all spandrels are complete. Slab placement shall be symmetrical about the transverse centerline so the loading of the arch is kept approxi- mately symmetrical. The placing sequence shall be as indicated. 410.17 Placing Concrete In Box Culverts In general, construction joints will be permitted only where Indicated. Where the top slab and walls are placed monolithically in culverts more than 4 feet in clear height, an Interval of not less than 1 nor more than 2 hours shall elapse before placing the top slab to allow for shrinkage in the concrete wall. The base slab shall be trowel finished accurately at the proper lime to provide a smooth uniform surface. Top slabs which carry traffic shall be finished as specified for roadway slabs in "Finish of Roadway Slabs," below. Top slabs of fill type culverts shall be given a reasonably smooth float finish. 410.18 Placing Concrete In Foundations and Substructure Concrete shall not be placed in footings until the depth and character of the foundation has been Inspected by the Engineer and permission has been given to proceed. 410 Rev. 09/33/87 Page 10 Concrete Structures Placing of concrete footings upon seal courses will be permitted after the caissons or cofferdams are free from water and the seal course cleaned. Any necessary pumping or bailing during the concrete placement shall be done from a suitable sump Located outside the forms. All temporary wales or braces inside cofferdams or caissons shall be constructed or adjusted as the work proceeds to prevent unauthorized construction joints in footings or shafts. When footings can be placed in a dry excavation without the use of cofferdams or caissons, fors may be omitted if desired by the Contractor and approved by the Engineer and the entire excavation filled with concrete to the elevation of the top of fooling in which case measurement for payment will be based on the footing dimensions indicated. Concrete in columns shall be placed monolithically unless otherwise indicated. Columns and caps and/or tie beams supported thereon may be placed in the same operation. To allow for shnnkage of the column concrete, It shall be placed to the lower level of the cap or tie beam and placement delayed for not less than 1 hour nor more than 2 before proceeding. 410.19 Treatment and Finishing of Horizontal Surfaces Except Roadway Slabs All unformed upper surfaces shall be struck off to grade and finished. The use of mortar topping for surfaces under this classifica- tion will not be permitted. After the concrete has been struck off, the surface shall be Boated with a suitable float. Bridge sidewalks shall be given a wood float or broom finish or may be striped with a brush as specified by the Engineer. The tops of caps and piers between beanng areas shall be sloped slightly from the center toward the edge and the tops of abutments and transition bents sloped from the backwall to the edge, as directed by the Engineer, so that water will drain from the surface and shall be given a smooth trowel finish. When indicated, the coating of caps and piers shall be done using Type x epoxy material. Unless otherwise indicated, the color shall be concrete gray. Bearing areas for steel units shall be constructed in such a manner to have a full and even bearing upon the concrete When the concrete is placed below grade, bearing areas may be raised to grade on beds of Portland Cement mortar consisting of 1 part cement, 2 parts sand and a minimum amount of water. Bearing seat buildups or pedestals for concrete units may be cast integrally with the cap or with a construction joint as follows: The construction joint area under the bearing shall have the surface roughened thoroughly as soon as practical after initial set is obtained. The bearing seat buildups shall be placed using a latex based grout or an epoxy grout, mixed in ac- cordance with the manufacturers recommendation. Pedestals shall be placed using Class C concrete, reinforced as indicated. Bearing areas under elastomeric pads shall be given a slightly textured wood float finish. 410.20 Finish of Roadway Slabs In all roadway slab finishing operations, camber for specified vertical curvature and transverse slopes shall be provided. For concrete slab or concrete girder spans cast in place on fatsework, an additional amount of camber shall be provided to offset the initial and final deflections of the span. The additional amount of camber shall be determined from the dead load deflection diagram indicated. When dead Toad deflection is not indicated, the additional amount of camber shall be Vs inch per 10 foot of span length but not to exceed '/ inch. For pan girder spans the additional camber for initial and final deflections shall be approxi- mately r inch for 30 foot spans and 4. inch for 40 foot spans. Roadway slabs supported on prestressed concrete beams, steel beams or girders shall receive no additional camber, except that for slabs without vertical curvature, the longitudinal camber shall be approximately '/. inch. Work bridges or other suitable facilities shall be provided from which to perform all finishing operations and check measurements for slab thickness and reinforcement cover. As soon as the concrete has been placed and vibrated in a section of sufficient width to permit working, the surface shall be struck off, leveled and screeded, carrying a slight excess of concrete ahead of the screed to insure filling of all low spots. The screed shall be designed rigid enough to hold true to shape and shall have sufficient adjustments to provide for the required camber. A vibrating screed shall be used in all slabs more than 20 feet in width. A vibrating screed may be used if heavy enough to prevent undue distortion. The screeds shall be provided with a metal edge. Longitudinal screeds shall be moved across the concrete with a sawlike motion while their ends rest on headers or templates set true to the roadway grade or on the adjacent finished slab. The surface of the concrete shall be screed a sufficient number of times and at such intervals to produce a uniform surface, true to grade and free of voids. If necessary, the screed surface shall be worked to a smooth finish with a long handled wood or metal float of the proper size or hand floated from bridges over the slab. 410 Rev. 09 /30/87 Page 11 Concrete Structures The Contractor shall perform sufficient checks with a long handled 10 foot straightedge on the plastic concrete to insure that the final surface will be within the tolerances specified below. The check shall be made with the straightedge parallel to and perpen- dicular to the centerline. Each pass thereof shalt lap half of the preceding pass. All high spots shall be removed and all depres- sions over Vie inch in depth shall be filled with fresh concrete and floated. The checking and floating shall be continued until the surface is true to grade and free of depressions, high spots, voids or rough spots. Rail support holes shall be filled with concrete and finished to match the top of the slab. A broom finish shall be applied with longitudinal screeding. A broom or burlap drag finish shall be applied with transverse screeding. Unless otherwise indicated, the burlap drag shall consist of 4 or more layers of 10 ounce burlap fabric, tree of seams, dirt or hardened concrete; it shall be kept wet when in use and it shall be drawn over the surface in as many passes as required to produce the desired texture depth. Broom finishes shall be applied with stiff bnstied brooms. The Contractor shall have on hand at all times brooms for the purpose of providing the desired texture depth when surface conditions are such that the burlap drag will not provide rt. Upon completion of the floating and/or straightedging and before the disappearance of the moisture sheen, the surface shall be given a broom or burlap drag finish. The grooves of these finishes shall be parallel to the structure centerline. It is the intent that the average texture depth resulting from the number of tests directed by the Engineer be not less than 0.035 inch with a minimum texture depth of 0.030 inch for any one test when tested in accordance with SDHPT Test Method Tex- 436-A. Should the texture depth fall below that intended. the finishing procedures shall be revised to produce the desired texture. At the option of the Contractor or when indicated, the surface shall be given its final texture by saw grooving to meet the above requirements. Saw grooving may be done a minimum of 4 days after the slab concrete has been placed. ff saw grooving is done prior to the completion of curing, the curing shall be continued atter sawing to provide the minimum curing time required. When the plans require that a concrete overlay be placed on the slab (new construction) or on prestressed concrete box beams, the slab or top surface of shear key and diafram concrete shall be given a metal tine finish of approximately 0.050 inch. When the plans indicate an asphaltic tack coat and overlay be placed on the slab (new construction) or on prestressed concrete box beams, the slab or the top surface of shear key and dialram concrete shalt be given a lightly textured broom finish, similar to a sidewalk finish having an average texture depth of approximately 0.025 inch. After the concrete has attained its final set,.the roadway surface shall be tested with a standard 10 toot straightedge. The straightedge shall be placed parallel to and perpendicular to the centerline of roadway to bridge any depressions and touch high spots. Ordinates of irregularities measured from the face of the straightedge to the surface of the slab shall not exceed inch, making proper allowances for camber, vertical curvature and surface texture. Occasional variations, not exceeding 35e inch will be acceptable, if in the opinion of the Engineer it will not affect the nding qualities. Irregularities exceeding the above requirements shall be corrected. Areas which are corrected to produce satisfactory riding qualities shall be provided with an acceptable surface texture in a manner approved by the Engineer. 410.21 Placing Survey Monuments The Contractor shall obtain City Survey Monuments, for a fee of 510.00, from the Transportation and Public Services Department, Construction Inspection. Monuments shall be imbedded in freshly poured concrete at locations indicated and accessible to sur- vey equipment at the completion of the project. The monuments shall be Installed flush with the adjacent concrete In a workman like manner. 410.22 Curing Concrete The Contractor shall inform the Engineer fully of the methods and procedures proposed for curing, shall provide the proper equipment and material in adequate amounts and shall have the proposed method, equipment and material approved prior to placing concrete. Inadequate curing and/or facilities therefor shall be cause for the Engineer to notify the Contractor, in writing, that the work is unsatisfactory and the concrete will have to be removed and replaced. All concrete shall be cured for a period of 4 curing days except as noted herein. Exceptions to 4 Day Curing Description Required Curing Upper Surfaces of Bridge Slabs and Top Slabs 8 curing days (Type 1 or III cement) of Direct Traffic Culverts. 10 curing days (Type It cement) Concrete Piling (nonprestressed) 6 curing days 410 Rev. 09130187 Page 12 Concrete Structures When the air temperature is exoected to drop below 35 F, the water curing mats shall be covered with polyethylene sheeting, burlap - polyethylene blankets or other material to provide the protection required by "Placing Concrete in Cold Weather ", below. A curing day is defined as a calendar day when the temperature, taken in the shade away from artificial heat, is above 50 F for at least 19 hours (or colder days d saustactory provisions are made to maintain the temperature at all surfaces of the concrete above 40 F for the entire 24 hours). The required curing penod shall begin when all concrete therein has attained its initial set. The following methods are permitted for cunng concrete subject to the restrictions of Table 1, below and the following require- ments for each method of curing. (1) Form Curing When forms are left In contact with the concrete. other curing methods will not be required except for cold weather protection. (3) When forms are striped before the 4 day minimum curing time has elapsed, cunng shall continue by an approved method. (2) Water Curing All exposed surfaces of the concrete shall be kept wet continuously for the required cunng time. The water used for cunng shall meet the requirements for concrete mixing water as indicated in Item No. 403, "Concrete for Structures ". Sea water will not be permitted. Water which stains or leaves an unsightly residue shall not be used. (a) Wet Mat Polyethylene sheeting or burlap - polyethylene blankets placed in direct contact with the slab will be required when the air temperature Is expected to drop below 40 F dunng the first 72 hours of the curing period. Wet mats placed in direct contact with the slab will be required when the air temperature is expected to remain above 40 F for the first 72 hours of the curing period. Damp burlap blankets made from 9 ounce stock may be placed on the damp concrete surface for temporary protection prior to the application of the cotton mats which may be placed dry and wetted down after placement. The mats shall be weighted down adequately to provide continuous contact with all concrete surfaces where possible. The surfaces of the concrete shall be kept wet for the required curing time. Surfaces which cannot be cured by contact shall be enclosed with mats, anchored positively to the forms or to the ground, so that outside air cannot enter the enclosure. Sufficient moisture shall be provided inside the enclosure to keep all surfaces of the concrete wet. (b) Water Spray This method shall consist of overlapping sprays or sprinklers that keep all unformed surfaces continuously wet. (c) Ponding This method requires the covering of the surfaces with a minimum of 2 inches of clean granular material, kept wet at all times or a minimum of 1 inch depth of water. Satisfactory provisions shall be made to provide a dam to retain the water or sattirated sand. Membrane Curing Unless otherwise indicated, either Type 1 -D or Type 2 membrane curing compound may be used where permitted except that Type 1 -D (Resin Base Only) will be permitted for slab concrete in bridge decks and top slabs of direct traffic culverts. TABLE 1 REQUIRED PERMITTED Water Membrane Water Membrane STRUCTURE UNIT for Complete for Interim for Complete for Complete DESCRIPTION Curing Curing Curing Curing 1. Upper surfaces of Bridge Roadway, X X Median and Sidewalk Slabs, Top Slabs of (resin base) Direct Traffic Culverts. 410 Rev. 09130187 Page 13 Concrete Structures STRUCTURE UNIT DESCRIPTION TABLE 1 (continued) REQUIRED PERMITTED Water Membrane Water Membrane for Complete for Interim for Complete for Complete Curing Curing Curing Curing 2. Top Surface of any Concrete Unit upon X *X *X which Concrete is to be placed and bonded at a later interval (Stub Walls, Risers, etc.). Other Superstructure Con- crete (Curbs, Wingwalls, Parapet Walls, etc.). 3. Top Surface of Precast and/or Pre- X X stressed Piling. 4. All Substructure Concrete Culverts, *X *X Sox Sewers, Inlets, Manholes, Retaining Walls, Riprap. *Polyethylene Sheeting, Burlap- Polyethylene Mats or Laminated Mats in close intimate contact with the concrete surfaces, will be considered equivalent to water or membrane cunng for items under 4. For substructure concrete, only one Type of curing compound will be permitted on any one structure. Material requirements and construction methods shall conform to Item No. 409, "Membrane Curing ". except as changed herein. The membrane shall be applied in a single, uniform coating at the rate of coverage recommended by the manufacturer and as approved by the Engineer, but not less than 1 gallon per 180 square feet of area. Tests for acceptance shall be at this specked rate. Membrane curing shall not be applied to dry surfaces, but shall be applied just after free moisture has disappeared. Formed surfaces and surfaces which have been given a first rub shall be dampened and shall be moist at the time of application of the membrane. When membrane is used for complete curing, the film shall remain unbroken fir the minimum curing period specified. Membrane( which is damaged shall be corrected immediately by reapplication of membrane. Unless otherwise indicated, the choice of mem- • brane type shall be at the option of the Contractor, except that the Engineer may require the same cunng method for like portions 01 a single structure. 410.23 Removal of Forms and Falsework Except as herein provided, forms for vertical surfaces may be removed when the concrete has aged not less than 1 day when Type I or Type II cement is used and not less than 'h day when Type III cement is used, provided it can be done without damage to the concrete. Forms for inside curb faces may be removed in approximately 3 hours provided it can be done without damage to the curb. Weight supporting forms and falsework for structures, bridge components and culvert slabs shall remain in place a minimum of 4 curing days after which they may be removed 11 the concrete has attained a flexural strength o1500 psi as evidenced by strength tests using specimens made from the same concrete and cured under the same conditions as the portion of the structure in- volved. Forms for other structural components may be removed as specified by the Engineer. Inside forms (walls and top slabs) for inlets, box culverts and sewers may be removed after the concrete has aged not less than 3 days and has acquired a flexural strength of not less than 300 psi, provided an overhead support system, approved by the Engineer, is used to transfer the weight of the top stab to the walls of the box culvert or sewer before the support provided by the forms is removed. 11 all test beams made for the purpose of fort removal have been broken without attaining the required strength. fors shall remain in place for a total of 14 cunng days. Formwork supporting weight of concrete, such as beam soffits. joints and other structural elements. may not be removed in less than 14 days and until concrete has attained design minimum compressive strength at 28 days. Delerine potential com- pressive strength of in place concrete by testing field cured specimens representative of concrete location of members. The above provisions relative to fort removal shall apply only to fors or parts thereof which are constructed to permit remove' without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. Backfilling against walls of Type I or Type 11 cement shall not take place for a minimum of 7 days. Backlilling against walls of Type 111 cement shall not lake place until the flexural beam strength has reached 500 psi or the wall has cured for 5 days. 410 Rev. 09130187 Page 14 Concrete Structures 410.24 Defective Work Any defective work discovered after the forms have been removed shall be repaired as soon as possible in accordance with "Finishing Exposed Surfaces," below. - If the surface of the concrete is bulged, uneven or shows excess honeycombing or form marks, which in the opinion of the Engineer, cannot be repaired satisfactorily, the entire section shall be removed and replaced at the expense of the Contractor. 410.75 Finishing Exposed Surfaces (1) Ordinary Surface Finish 410 Rev. 09:30/87 An Ordinary Surface Finish shall be applied to all concrete surfaces either as a final finish or preparatory to a higher ' grade or class of finish. Higher grades and classes of finish shall conform to Item No. 411, "Surface Finishes for Concrete". Where neither a grade or class of finish is specified, an Ordinary Surface Finish only. will be required. Ordinary Surface Finish shall be provided as follows: After form removal, all porous or honeycombed areas and spalled areas shall be corrected by chipping away all loose or broken material to sound concrete. Feather edges shall be eliminated by cutting a face perpendicular to the surface. Shallow cavities shall be repaired using adhesive grout or epoxy grout. If judged repairable by the Engineer, large defective areas shall be corrected using concrete or other material approved by the Engineer. Holes and spalls caused, by removal of metal ties, etc., as required by "Forms ", above, shall be cleaned and filled with adhesive grout or epoxy grout. Exposed parts of metal chairs on surfaces to be finished by rubbing, shall be chipped out to a depth of '/ inch and the surface repaired. All fins. runs, drips or mortar shall be removed from surfaces which remain exposed. Form marks and chamfer edges shall be smoothed by grinding and/or dry rubbing. Grease, oil, dirt. curing compound, etc., shall be removed from surfaces requinng a higher grade of finish. Discolorations resulting from spillage or splashing of asphalt, paint or other similar material shall be removed. Repairs shall be dense, well bonded and properly cured and when made on surfaces which remain exposed and do not require a higher finish, shall be finished to blend with the surrounding concrete. Unless otherwise indicated Ordinary Surface Finish shall be the final finish for the following exposed surfaces: inlets, manholes, sewer appurtenances, inside of culvert barrels, bottom of bridge decks between beams or girders. ver- tical and bottom surfaces of interior concrete beams or girders. (2)• Rubbed Finish In general, the following areas shall require a rubbed finish and shall receive a first and second rubbing: (a) The top, exterior and roadway facia of curbs and parapet walls. (b) All concrete surfaces of railing. (c) The exterior vertical facia of slab spans, rigid frames, arches and box girders. (d) The outside and bottom surfaces of facia beams or girders (except precast concrete beams). (e) The underside of overhanging slabs to the point of juncture of the supporting beams. (f) All vertical surfaces of piers, columns, bent caps, abutments, wingwalls and retaining walls which are exposed to view after all backlill and embankments is placed. (g) Exposed formed surfaces of inlet and outlet structures on culverts, transition structures, headwalls and inlets. (h) Such other surfaces specified elsewhere to receive a rubbed finish and such additional surfaces re- quired by the Engineer to receive a rubbed finish. After removal of forms and as soon as the mortar used in pointing has set sufficiently, surfaces to be rubbed shall be wet with a brush and given a first surface rubbing with a medium coarse carborundum stone. This rubbing shall be done before the concrete has cured more than 48 hours. Page 15 Concrete Structures 1 The second rubbing shall present a cleaned uniform appearance free from drip marks and discoloration. it shall be ' given with a No.30 carborundum stone or an abrasive of equal quality. If the Contractor elects to use an epoxy paint in lieu of the second rubbing, he may do so upon approval of the Engineer. (3) Special Surface Finishes Striated, exposed aggregate and other special surface finishes shall conform to Item Na 411, `Surface Finishes for Concrete" andfor with the requirements indicated. 410.26 Measurement and Payment No direct measurement or payment will be made for the work to be done or the equipment to be furnished under this item, but shall be considered subsidiary to the particular items required by the bid. End Res 401, 403, 405, 406, 408, 409, 411, 425, 438, 720 1 1 1 1 1 1 1 1 1 1 1 410 Rev. 09130187 Page 16 Concrete Structures 430.2 Materials (2) Reinforcing Steel Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409. "Membrane Curing ". (5) Flexible Base Aggregate shall conform to Item No. 210, "Flexible Base ". 430.3 Construction Methods Item No. 430 Concrete Curb and Gutter 430.1 Description This item shall consist of Portland Cement concrete curb or curb and gutter with reinforcing steel as required, constructed on an approved subgrade and base in accordance with this specification and in conformity with the lines, grades. section and details' indicated or as established by the Engineer. (1) Concrete Concrete shall conform to Class A Concrete as indicated in Item No. 403, "Concrete for Structures" or Item No 360. "Concrete Pavement" when the curb and gutter is placed integral with the pavement. Subgrade for curb and gutter shall be excavated and prepared to required depth and width including a minimum of 12 inches behind the curb, unless a greater width is indicated, to construct the work to grades and dimensions indicated. A minimum of 4 inches of flexible base shall be spread, wetted and thoroughly compacted under curb and gutter as specified in Item No. 210. Flexible Base ". If dry, the base shall be sprinkled with water lightly before concrete is deposited thereon. Forms shall be of metal or well seasoned wood. The length of the forms shall be not less than 10 feet. Flexible or curved forms shall be used for curves of 100 foot radius or less. Wood forms for straight sections shall be not less than 2 inches in thickness. Forms shall be clean, straight, free from warp and oiled with a light form oil. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. The reinforcing steel shall be placed in position as shown on the typical section. Care shall be exercised to keep all steel in its proper location. Expansion joint material, 3/4 inch in thickness, shall be provided at intervals not to exceed 40 feet and shall extend the full width and depth of the concrete. Weakened plane joints shall be made Y4 inch deep at 10 foot intervals. All joint headers shall be braced perpendicular and at right angles to the curb. Two round smooth dowel bars, '/ inch in diameter and 24 inches in length, shall be installed at each expansion joint Sixteen inches of one end of each dowel shall be thoroughly coated with hot oil, asphalt or red lead, so that 11 will not bond to the con- crete. The dowels shall be installed with a dowel sleeve on the coated end as indicated or equivalent as directed by the Engineer Concrete shall be placed in the forms. rodded and tamped to exclude all air and honeycomb. Not more than 1 hour after the concrete has been placed. a thin coating not more than Yz inch nor Less than V. inch thick of finish mortar, composed of 1 part Portland Cement to 2 parts fine aggregate, shall be worked into the exposed faces of the curb and gutter by means of a "mule" After the concrete has become sufficiently set, the exposed edges shall be rounded by the use of an edging tool to the radii indicated. The entire exposed surface of the curb and gutter shall be floated to a uniform smooth surface, then finished with a camel hair brush to a gritty texture. The forms shall remain in place a minimum of 24 hours unless approved otherwise by the Engineer. After removal of the forms, any minor honeycombed surfaces shall be plastered with a mortar mix as described above Excessively honeycombed curb and gutter, as determined by the Engineer, shall be completely removed and replaced when directed. The finished concrete, while still plastic. shall be stamped with an impression having the Contractor's name and the month and year The stamp shall be of approved design and impressions shall be made on the face of the curb at or near street intersections and not exceeding 350 feet apart or as directed by the Engineer. Page 1 04.17 86 430 Immediately after finishing the curb, concrete shall be protected by a membrane curing conforming to Item No. 409. "Membrane Cunng ". After a minimum of 3 days curing and before placing the final course base, the curb shall be backlilled to the full height of the concrete, tamped and sloped as directed by the Engineer. The top 4 inches of backfill shall be of clean topsoil, free of stones and debris conforming to Item No. 604, "Seeding for Erosion Control" when turf is to be established. 430.4 Measurement Accepted work as prescribed by this item will be measured by the linear foot of concrete curb and gutter, complete in place. 430.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per linear fool for "Concrete Curb and Gutter ", which pnce shall be full compensation for all work as set forth and described under payment Method A, 6, C or D. Method A (Pay Item No. 430-A) This payment method includes all the work performed for "Concrete Curb and Gutter ", complete, at the unit price bid. which price shall be full compensation for excavation. preparing the subgrade, for furnishing and placing all base material, reinforcing steel, dowels, expansion joint material, curing material, backfilling and for all other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Method B (Pay Item No, 430 -B) This payment method includes all the work performed for "Concrete Curb and Gutter ", complete. at the unit price bid, which pnce shall be full compensation for fine grading, for furnishing and placing reinforcing steel, dowels, expansion joint material, curing material, backfilling and for all other materials, manipulations, labor. tools, equipment and incidentals nec- essary to complete the work. Method C (Pay Item No. 430 -C) This payment method includes all the work performed for "Concrete'Curb ", complete, at the unit price bid, which price shall be full compensation for fine grading, for furnishing and placing reinforcing steel, dowels, expansion joint matenal, curing material. backfilling and for all other materials, manipulations, labor, tools. equipment and incidentals necessary to com- plete the work. Method D (Pay Item No. 430 -D) This payment method includes all the work performed for "Concrete Curb", complete, at the unit price bid, which price shall be full compensation for excavation, preparing the subgrade, for finishing placing all base material. reinforcing steel, dowels. expansion joint matenal, curing material, backfilling and for other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 430 -A: Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 -B: Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 -C: Concrete Curb — Per Linear Foot. Pay Item No. 430•D: Concrete Curb — Per Linear Foot. End 430 04117 86 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Item No. 432 Concrete Sidewalks 432.1 Description This item shall consist of concrete sidewalks composed of Portland Cement concrete, constructed as herein specified on an approved subgrade, in conformity to the lines, grades and details indicated or as established by the Engineer. 432.2 Materials (1) Concrete Concrete shall be Class A Concrete conforming to Item No. 403. "Concrete for Structures" or Item No. 407, "Fibrous Concrete ". (2) Reinforcement Reinforcement shall conform to Item No. 406, "Reinforcing Steel" or Item No. 407, "Fibrous Concrete ".. (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materals". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". 432.3 Construction Methods The subgrade shall be excavated and shaped to the lines, grades and cross section as indicated or as directed by the Engineer and shall be thoroughly compacted. A cushion 2 inches minimum thickness of crusher screenings, gravel and sand, crushed rock or coarse sand shall be spread, wetted thoroughly, tamped and leveled. The sand cushion shall be moist at the time the concrete is placed. If the subgrade is undercut by more than 4 inches or the natural ground is below "top of subgrade" by more than 4 inches then necessary backfill shall be made with an approved material and compacted with a mechanical tamper. Hand tamping will not be'permitted. Where the subgrade is rock or gravel, 70 percent of which is rock, the 2 inch cushion need not be used. The Engineer will determine if the subgrade meets the above requirements. Forms shall be of metal or well seasoned wood not less than 2 inches in thickness, of a section satisfactory to the Engineer, clean, straight, free from warp and of a depth equal to the thickness of the finished work. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. Before concrete Is placed, forms shall be thoroughly oiled with a light form oil. _ Expansion joint material 3/4 inch thick, shall be provided where the new construction abuts an existing structure, sidewalk or driveway. Similar expansion material shall be placed around all obstructions protruding through the sidewalk The expansion joint material shall be placed vertically and shall extend the full depth of the concrete. Maximum spacing of expansion joints shall be 40 feet as indicated or as directed by the Engineer. Weakened plane joints shall be spaced at 5 feet on center. Normal dimensions of the weakened plane joints shall be 1/4 Inch wide and 3/4 inch deep. All Joints shall be 90 degrees to centerline of walk and shall match any previously placed concrete joints. Reinforcement for sidewalks shall consist of polypropylene fibrillated fibers, 1 layer of 6 x 6 - W1.4 x W1.4 wire fabric or 43 bars, placed not more than 18 inches on center both directions. All reinforcement shall be placed equidistant from the top and bottom of the concrete. Care shall be exercised to keep all steel in its 'proper position during the depositing of concrete. Splices in wire fabric shall overlap sufficiently to allow two pairs of transverse wires to be tied together and no splice of less than 6 inches will be permitted. Splices in the #3 bars shall have a minimum lap of 12 inches. Where driveways cross sidewalks, additional reinforcing shall be placed in the sidewalk as indicated. Concrete shall be placed in the forms and spaded, tamped and thoroughly consolidated until It entirely covers the surface and has a monolithic finish. The top surface shall be floated and troweled to a uniform smooth surface; then finished with a broom or wood float to a gritty texture unless otherwise indicated. The outer edges and joints shall be rounded with approved tools to a 114 inch radius. Care will be exercised to prevent loss of dummy joints or rounded edges when applying the brush finish. 432 08126/93 Page 1 Concrete Sidewalks Concrete sidewalk ramps shall be stamped or formed to produce a finished surface with detectable warnings in accordance with the requirements of the American Disabilities Act, Section 4.7.7. and 4.29.2. Detectable warning shall consist of raised truncated domes with a diameter of nominal 0.9 inch (23 mm), a height of nominal 0.2 inch (5 mm) and a center -to -center spacing of nominal 2.35 inches (60 mm) and shall contrast visually with adjoining surfaces, either light -on -dark, or dark -on - light. The material used to provide contrast shall be an integral part of the walking surface. The finished concrete, while still plastic, shall be stamped with an impression having the Contractors name, month and year. The stamp shall be of approved design and impressions shall be made at or near street intersections and not exceeding 350 feet apart or as directed by the Engineer. At the proper time after finishing, the surface shall be protected by a membrane compound curing agent or by wetting cotton or burlap mats, conforming to Item No.409, "Membrane Curing ". The sides of the concrete shall be cured in the forms. If the forms are removed during the curing process, the curing shall be continued by the placement of fill against the row concrete or other procedures conforming to Item No. 410, "Concrete Structures ". The top 4 Inches of fill shall be clean topsoil conforming to Item No. 604, "Seeding for Erosion Contror. All necessary excavation, filling and grading of the slopes adjacent to the completed concrete sidewalks will be considered incidental work pertaining to this item and will not be paid for directly. The adjacent excavation and grading of the slopes shall be done in a manner acceptable to the Engineer. 432.4 Measurement Accepted work performed as prescribed by this item will be measured by the square foot of surface area of "Concrete Sidewalk". Accepted work performed as prescribed by "Sidewalk Ramps" will be measured per each for the type of ramp indicated. 432.5 Payment • The work performed as prescribed by this item will be paid for at the unit price bid per square foot for "Concrete Sidewalk" or per each for "Concrete Sidewalk Ramps" which price shall be full compensation for preparing the subgrado: for furnishing and placing all materials, including cushion material, all reinforcement, Joint's, expansion joint materials and for any other materials, manipulations, labor, tools, equipment, finishing, curing and incidentals necessary to complete the work. Payment will be made under one of the following: End Pay Item 4321: Pay Item 4325: Pay Item 432-6: Pay Item 432 -7: Pay Item 432 -Rt: Pay Item 432 -R2: Concrete Sidewalks, 4 Inch - Per Square Foot. Concrete Sidewalks, 5 Inch - Per Square Foot. Concrete Sidewalks, 6 Inch - Per Square Foot. Concrete Sidewalks, 7 Inch - Per Square Foot. Concrete Sidewalk Ramp, Type 1 - Per Each. Concrete Sidewalk Ramp, Type 2 - Per Each. Ref. 403, 406, 407, 408, 409, 410, 432, 604 432 08/26/93 Page 2 Concrete Sidewalks 1 ( 1 t 1 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 1 436.1 Description Item No. 436 Concrete Valley Gutters This item shall consist of concrete valley gutters, composed of Portland Cement concrete, constructed as herein specified on an approved subgrade in conformity to the lines. grades and details indicated or as established by the Engineer. 436.2 Materia Is (1) Concrete Concrete shall be Class A conforming to Item No. 403, "Concrete for Structures ". (2) Reinforcing Steel Reinforcing steel and welded wire fabric shall conform to Item No. 406, "Reinforcing Steel". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". 436.3 Construction Methods All forms and forming, placement of reinforcement, placement of concrete, form removal, finishing and curing shall conform to Item No. 410, "Concrete Structures ". Where stabilized subbase is not provided, the subgrade shall be excavated as required, all unstable or otherwise objectionable material removed and all holes, ruts and depressions filled with approved material. Rolling shall be performed when and to the extent directed and the roadbed shall be completed to the plane of the typical sec- tions indicated and the lines andlor grades established by the Engineer. All work shall conform to Item No. 201. "Subgrade Preparation ". Forms shall be of metal or well- seasoned wood not less than 2 inches nominal thickness, of a section satisfactory to the Engi- neer: clean. straight. free from warp and of a depth equal to the thickness of the finished work. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. Before concrete is placed, forms shall be thoroughly oiled with a light form oil If the subgrade is dry the area shall be sprinkled lightly immediately before the concrete is placed. Expansion joint material inch thick shall be provided as indicated or as directed by the Engineer. The expansion joint material shall be placed vertically and shall extend the full depth of the concrete. Dummy joints shall be provided on 10 foot centers or as directed by the Engineer. Normal dimensions of the dummy groove shall be V. inch wide and 3 /. inch deep. Reinforcement for concrete valley gutters shall conform to the details indicated or as directed by the Engineer. Care shall be exercised to keep the reinforcement in its proper position during the depositing of concrete. Concrete shall be placed in the forms and spaded, tamped or vibrated until thoroughly compacted and until it entirely covers the surface and has a monolithic finish. The top surface shall be screeded and floated to a uniform smooth surface, then finished with a wood float to a gritty texture. The outer edges shall be rounded with approved tools to a Y. inch radius. At the proper time after finishing, the surface shall be protected by a membrane - curing compound or by wetting cotton or burlap mats Either method shall be subject to approval by the Engineer. Traffic shall be securely barricaded from using the concrete valley gutter for a minimum of 4 days after initial placing and may be opened to traffic only with the approval of the Engineer. Unless otherwise specified, all necessary excavation, filling and grading of the subgrade will be considered incidental work per- taining to this item, and will not be paid for directly. 436.4 Measurement Accepted work performed as prescribed by this item will be measured by the square toot of surface area of concrete placed. The square foot will include the reinforced monolithic curb placed at the ends of the valley gutter. Page 1 04 86 436 436.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per square foot for "Concrete Valley Gutters ", which pnce shall be full compensation for preparing the subgrade; for furnishing and placing all materials, including reinforcing steel and expansion joint materials and for any other materials, manipulations. labor, tools, equipment. barricading and inciden- tals necessary to complete the work. Payment will be made under: Pay Item No. 436: Concrete Valley Gutters — Per Square Foot. End 436 04/17/86 Page 2 503.1 Description This item shall consist of the furnishing and installation of frames, grates, rings and covers for inlets. manholes and other struc- tures Indicated. 503.2 Materials (1) Welded Steel Welded steel grates and frames shall conform to the number, size, dimensions and details indicated and shall be welded into an assembly in accordance with those details Steel shall conform to the requirements of ASTM A 36. (2) Castings Castings, whether Carbon - Steel, Gray Cast Iron or Ductile Iron shall conform to the shape and dimensions indicated and shall be clean substantial castings, free from sand or blowholes or other defects. Surfaces of the castings shall be free from burnt on sand and shall be reasonably smooth. Runners, risers, fins and other cast on pieces shall be removed from the castings and such areas ground smooth:. Bearing surfaces between manhole rings and covers or grates and frames shall be cast or machined with such precision that uniform bearing shall be provided throughout the penmeter area of contact. Pairs of machined castings shall be matchmarked to facilitate subsequent identifica- tion at installation except that water and wastewater manhole and valve castings shalt be fabricated with such draft, tolerances, bolt hole spacing, etc, that all rings and covers of a particular type or class are interchangeable and match- marking will not be required. Steel castings shall conform to ASTM A 27, "Mild to Medium Strength Carbon Steel Castings for General Applica- tion". Grade 70 -36 shall be furnished unless otherwise specified. Cast iron castings shall conform to ASTM A 48, "Gray Iron Castings ", Class 30. Ductile Iron castings shall conform to ASTM A 536, "Ductile Iron Castings ". Grade 60-40-18 shall be used unless otherwise indicated. (3) Rings Adjusting rings shall conform to ASTM A 536, "Gray Iron Castings. Height - adjustment inserts for water and wastewater manhole rings shall be those models listed in Water and Wastewater Standard Products List. (4) Nuts and Bolts Commercial grade galvanized nuts and bolts shall be as indicated. The zinc coating shall be uniform in thickness. smooth and continuous. (5) Mortar Mortar for bedding castings shall consist of 1 part cement and 3 parts sand meeting the requirements of fine aggre- gate Grade No. 1, Item No. 403, "Concrete for Structures ". 503.3 Construction Methods End Rel 403 503 Rev 09130187 Item No. 503 Frames, Grates, Rings and Covers Frames, grates, rings and covers shall be constructed of the materials as specified and in accordance with the details indicated and shall be placed carefully to the lines or grades indicated or as directed by the Engineer. All welding shall conform to the requirements of the AWS-D-1-72. Welded frames, grates, rings and covers shall be given 1 coat of a commercial grade red lead oil paint and 2 coats of commercial grade aluminum paint. All coats shall be a minimum of 1.5 mils, dry. Painting of gray iron castings will not be required, except when used in conjunction with structural steel shapes. 503.4 Measurement and Payment Frames. grates. rings and covers will not be measured and payment for furnishing all materials, tools, equipment, labor and in- cidentals neeess.iry to complete the work will be included in the Bid items which constitute the complete structures. Page 1 Frames, Grates, Rings and Covers Item 506 Manholes 506.1 Description This item shall govern construction of manholes earelete in place and the materials used therein, incltding excavation, installation, beckfilling and surface restoration. It shall also include furnishing and installing rings, covers, appurtenances and any punpi+ng, and drainage necessary to carplete the cork. Wastewater manholes shall be acceptance tested by the Contractor. Rater and Wastewater Standard Products Lists form a part of the Specifications. Should the Contractor elect to use err materials fran these lists, they should be completely and clearly identified when submitted. 506.2 Materials and ()exponents (1) Concrete ad Cement Stabilized Sad: All excrete shall conform to ITEM ND. 403 CONCRETE FCR SERUCIIRES. Cast in place concrete shall be Class A, and precast concrete shall be Class I All interior surfaces of wastewater manholes shall have an approved coating or be otherwise acceptably protected fran the acidic effects of municipel wastewater. Concrete for beckfill of overexcavated areas shall be Class A or Class J as indicated. Cement stabilized sand for bedding or backfitltrg, where indicated or required, shall contain 2 bags of Portland Cement per cubic yard; sand shall be as defined for "Fine Aggregate" in TEEM 403 CCRREIE RR STRUT RES. (2) Mortar: Mortar shall be composed of one pert Portland Cement, one part masonry cement (or 1/4 pert hydrated lime), and sand equal to 2 -1/2 to 3 times the sun of the volumes of the cements and lime used. The sand shall meet the requirements for "Fine Aggregate" as given in ITEM 403 CCUREIE FCR STRUCTURES. (3) Reinforcement: Reinforcing steel shall conform to the requirements of ITEM W. 406 RE3lgORC N STEEL. Secondary, non - structural steel may be replaced by approved collated fibrillated polypropylene fibers in cast- inn -place stormwater manholes. (4) Brick: Brick for ring adjustment courses and for storseater manholes shall be of first quality, sand, hard burned, perfectly shaped brick conforming to the requirements of ASIM C 62 Grade SW or concrete brick meeting the requirements of ASIM C 55, Grade N-1. (5) Rings and Covers, 24 -Irrh Inside Diameter: Rings and covers shall conform to the requirements of ITEM N0. 503 FRAMES, GRATES, RIMS AND COVERS. (6) Bulkheads. Bulkheads shall net the requirements of ITEM NO. 507 BULKHEADS. (7) Precast Base Sections, Riser Sections, and Cones: Precast concrete base sections, riser sections, and canes shall conform to the requirements of ASIM C 478. Joints for wastewater base sections, riser sections, and cones shall conform to the requirements of ASIM C 443. Additionally, joint dimensions for 48 -inch inside diameter wastewater manhole sections and canes shall caply with STANDARD ND. 506-12 0-RIND JOINT DETAIL or M. 506-13 WEDGE SEAL JOINT DETAIL. Precast bases for 48 inch inside diameter manholes shall have preformed inverts. Approved inserts shall be enbedded in the concrete wall of the manhole sections to facilitate handling; through -wall holes for lifting will not be permitted. (8) Precast Junction Boas;: Precast junction boxes shall be allowed only where indicated on the plans or approved by the E}gineer. Joints for wastewater junction boxes shall conform to the requirerents of ASIM C 443. 506 C8/17/92 Page 1 Manholes (9) Pipe- to- lantnle/Jmctioa Boot Assemblies: Precast bases and precast junction boxes shall have flexible, resilient and nom-corrosive approved boot connectors or ring vaterstops conforming to the requirements of ASLM C 923 on all wastewater pipe connections. (10) Precast Plat -Slab Transition/Auction Boot Lids: Precast slab transitions and lids shall be designed to safely resist pressures resulting from loads which might result from any combination of forces imposed by an HS-20 loading as defined by the American Association of State Highway and Transportation Officials (AASHIO). The joints of precast slab transitions and of lids for wastewater applications shall conform to the requirements of ASD1 C443. (11) Precast - Prefabricated Tee Manholes: Tee manholes shall be allowed only where indicated on the plans or approved by the Engineer. The main pipe section shall conform to the requirements of ITEM NO. 510 P. the vertical manhole portion (tee) above the main pipe shall conform to the requirements of the precast components. (12) Precast Grade Rings, 24-1/2 Inch Inside Diameter: Rings shall be reinforced ('lass A or I concrete 6 inches wide with a thiclmess of 3 to 6 inches. (13) Waterproofing Joint Materials: 0 -rings and wedge seals for the joints of all wastewater manholes, and for stormwater manholes when indicated, shall conform to the requirements of ASIM C443. Cold applied preformed plastic gaskets for stormwater manholes shall be as specified in ThIM NO. 510 PRE. Connections between reinforced concrete wastewater manhole structures and pipes shall meet the requirements of ASIM C923. 506.3 Cnostruct1on 506 08/17/92 The manhole tee shall have a minimm inside diameter of 48 inches and shall rise vertically cantered or tangent to the main pipe, as indicated or approved. An access hole less than 48- inches in diameter shall be cut into the main pipe to allow a ledge for support of access ladders. Unless otherwise specified, the main pipe portion of the tee manhole shall be paid subsidiary to the unit tee manhole price. All manholes shall have a minimum inside diameter of 48 inches. Manhole base dimensions shall be appropriately increased to accan odate all converging pipe. A minimum horizontal clearance of 12 inches shall be maintained between pipe walls at the springlines of adjacent pipes. Pipe ends within the manhole base walls shall not be relied upon to support overlying manhole dead and live load weights. All wastewater branch connections toned or existing mains shall be made at manholes with the influent pipe crown installed at the effluent pipe crown elevation. Where the springline of an influent pipe is 24 inches or more above the springline of the effluent pipe, a drop manhole shall be used. Construction of extensions to existing systems shall require placement of bulkheads at locations indicated or directed by the E ginrwr. unless otherwise indicated, stormwater manholes shall have eccentric canes; wastewater manholes shall have concentric cares, except on manholes over large mains where an eccentric cone shall be situated to provide access to an invert ledge. Eccentric cares may be used where conflicts with other utilities dictate. Flat -slab tops may be used wine clearance problems exist; see 506.2(10) above. Manholes shall be founded at the established elevations on uniformly stable subgrade. lhstable subgrade shall be over - excavated a minimum of 12 inches and replaced with an Page 2 Manholes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 approved material. Precast base units shall be founded end leveled on a 6 inch coarse aggregate bedding. A pipe section with a prefabricated tee manhole and half the length of the adjoining pipe sections on each side shall be founded on a minimum of 6 inch unreinforced Class A concrete. The cast -in -place concrete cradle shall be poured against undisturbed trench walls up to the pipe's springline. Cast -in -place foundations shall have a minima depth of 12 inches at the invert flowline. The loweruost riser section may be set in the concrete while still green, after which the foundation shall be cured a minima of 24 hours prior to proceeding with construction of the manhole up to 12 feet in depth. The foundation shall be cured an additional 24 hours prior to continuing construction above the 12 foot level. manhole depth shall be measured from the invert flowline to the finish surface elevation. Wastewater pipes, except polyvinyl chloride ( PVC), may be laid through the manholes and the top half of the pipes removed to facilitate invert construction. The manhole bottom shall rise from the springline elevation of the pipe, apprcadhmtely one inch for each 12 inches of run (8X). Wastewater manholes with lines larger than 18 inches shall require precast bases; manholes constructed over in- service mains however, may be built on cast -in -place foundations if the fled cannot be interrupted. Precast and cast -in -place wastewater junction boxes shall be allowed only where indicated on the plans or approved by the Dgineer. The floors of stormrater manholes also, shall rise outwardly from the springline on a slope of 1:12 (8X). Wastewater liras, except reinforced concrete pipe, set in cast -in -place foundations, shall require an approved waterstop seal or gasket around the outside perimeter of the pipe. It shall be approximately centered taller the manhole section wall. Cast -in -place stormuater manholes, junction boxes and flat -slab transitions shall be reinforced, Class A concrete. All structural concrete writ shall conform to TM W. 410 CRxItEiE S RIXIU ES. Forms will be required for all cast -in -place walls above the foundation. Where the surrounding material can be trimmed to a smooth vertical face, outside forms may be omitted. All manholes with precast grade rings or brick adjustment courses may have a mandbun vertical rise of 24 inches (the maxima includes the depth of the ring casting). All manholes not located in paved areas shall have bolted covers. Backfilling for manholes shall conform to the density requirements of TIM 510 PIPE. Manhole construction in roadways may be staged to facilitate base construction. Manholes constructed to interim elevations shall be covered with steel plates of sufficient thickness to support vehicular traffic. Steel plates on wastewater manholes shall be set in mortar to minimize inflow. Manholes shall be completed to finish elevation prior to placement of the roadway's finish surface. The excavation for completion of manhole construction shall be backfilled with cement stabilized sand (2 sacks per cubic yard) up to the bottom of Portland Cement pavement slabs or to within two (2) inches of finish elevation of asphaltic concrete pavenants. The cement stabilized sand shall be a mdnimm of 12 inches thick. 506.4 Acceptance Testing of Wastewater Manholes: Manholes shall be tested separately and independently of the wastewater lines. (1) Test by the Exf ltration Method All backfillirg and compaction are to be completed prior to the camnancenent of testing. 506 08/17/92 Page 3 Manholes (a) Procedures: 1. Manhole section interiors shall be carefully inspected; units found to have through -vall lift holes, or any penetration of the interior surface by inserts provided to facilitate handling, will not be accepted. 2. After cleaning the interior surface of the manhole, the Contractor shall place and inflate pneumtic plugs in all of the connecting pipes to isolate the manhole; sealing pressure within the plugs shall be as recommended by the plug manufacturer. 3. Concrete manholes shall be filled with water or otherwise thoroughly wetted for a period of 24 hours prior to testing. 4. At the start of the test, the manhole shall be filled to the top with water. The test time shall be 1 hour (60 minutes). The Construction Inspector must be present for observation during the entire time of the test. Permissible loss of water in the 1 hour test time is 0.025 gallons per diameter foot, per foot of manhole depth. For a 4 foot diameter manhole, this quantity converts to a nendm n permissible drop in the water level (from the top of a 24" diameter manhole cane) of 0.05 inches per foot of manhole depth (0.5 inches for a 10 foot deep manhole). (2) Teat by the lh cum Method: At the discretion of the Engineer, the Contractor may substitute the Vacuum Method of testing for the Exfiltraticn test described in 506.4(1) above. The vacuun method may be used by the contractor prior to backfilling, but only for his convenience so that defects may be located and repaired. Final acceptance testing shall be done after all backfillirg, and compaction are complete. (a) Equipment: 1. Manhole vacuum tester shall be by Y.A. Glazier, Inc., Cherne Industries, or other approved manufacturer. 2. Pipe sealing plugs shall have a load resisting capacity equal to or greater than that required for the size of the connected pipe to be sealed. (b) Procedures — applicable to new 4 diameter manholes. 1. Manhole section interiors shall be carefully inspected; units found to have through -wall lift holes, or any penetration of the interior surface by inserts provided to facilitate handling, will not be accepted. 2. After cleaning the interior surfaces of the manhole, the Contractor shall place and inflate pneumatic plugs in all of the connecting pipes to isolate the manhole; sealing pressure within the plugs shall be as recarmended by the plug manufacturer. Plugs —and the ads of pipes connected by flexible boots — shall be blocked to prevent their movement during the vacuum test. 3. The vacuum test head shall be placed at the inside of the top of the manhole cane section, and the compression seal band inflated to the pressure recamiended by its manufacturer. The vacuum pump shall be connected to the outlet port with the valve open. Wen a vacuun of 10 inches of mercury ( -5 psig) has been attained, the valve shall be closed and the time noted. 506 08/17/92 Page 4 Manholes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4. The manhole shall have passed the test if the vacuum does not drop below 9 inches of mercury (-4.5 psig) within three (3) minutes of the time the valve was closed. The actual vacuum shall be recorded at the end of the three (3) minutes during which the valve was closed. - - -(3)— Failure to Pass -tbe Hest — Records of Tests If the manhole fails to pass the test by either the exfiltration or the vacuum method as described in (1) and (2) above, or if visible grow ndsater leakage into the manhole is observed, the Contractor shall locate the leak, make repairs acceptable to the Engineer, and retest. Records of all manhole testing shall be. made available to the Engineer at the close of each working day, or as otherwise directed. (4) Inspection: The Engineer shall make a visual inspection of each manhole after it has passed the testing requirements and is considered to be in its final condition. The inspection shall determine the completeness of the manhole; say defects shall be corrected to the Engineer's satisfaction. 506.5 Measurement: All junction boxes and manholes of the type indicated shall be measured as units complete in place. New manholes constructed to interim elevations to facilitate stage construction shall be measured as one unit regardless of the number of interim elevations constructed. All labor, materials and other expenses necessary for the stage construction shall be considered subsidiary to the completed unit. 506.6 Payment: Payment for completed junction boxes and manholes of the type indicated shall be made at the unit price bid for each including all labor,equipment, materials, time and incidentals necessary to complete the work. The intended use of each item shall be designated by a two - letter code (Wastewater = WW; Storinwater - SW) in the spaces provided after the pay item number: 1._ Pay Item No. 506 M : Manhole, Dia. Per Each 2. Pay Item No. 506 S Special Manhole, Dia. Per Each 3. Pay Item No. 506 DW: Drop Manhole, Dia. Per Each 4. Pay Item No. 506 C : Centered Tee Manhole, Dia. x _ Dia. Per Each 5. P a y Item No. 506 T : Tangent Tee Manhole, Dia. x Dia. Per Each 6. Pay Item No. 506 J::: Junction Box, Ft x _ Ft Per Each END Applicable References: Standard Specifications Manual: Item Nos. 403, 406, 410, 503, 507, 510 Standards Manual: Standard Detail Nos. 1C0-1, 503-2, 503-3, 506-1, 506 --3, 506-5, 506-7, 506-8, 506-9, 506 -10, 506 -11, 506 -12, 506-13 Utilities Manual: Section 2, Water and Wastewater Design Criteria 506 08/17/92 Page 5 Manholes 508.1 Description 508.3 Materials (1) Concrete (3) Reinforcement and Steel Item No. 508 Miscellaneous Structures and Appurtenances This item to consist of the construction of miscellaneous structures and appurtenances complete in place or to the stage detailed indicated and the materials used herein, including the excavation, installation, backfilling, placement of the concrete and when required, the furnishing and installation of frames, grates, rings, covers, safety end treatment and any concrete curb and gutter indicated. 508.2 Types The various types of structures and appurtenances such as inlets, headwalls, energy dissipators, etc., are designated on the plans by letter or by number for the particular design of structure to be constructed in accordance with the details indicated. Unless otherwise indicated, the Contractor may have the option of furnishing cast in place or precast structures. .Concrete shall conform to Item No. 403, "Concrete for Structures ", with the following classe Cast in Place Concrete Class A Precast Concrete Class N (2) Mortar Mortar shall be composed of 1 part Portland Cement and 2 parts clean, sharp mortar sand suitably graded for the purpose by conforming in other respects to the provisions of Item No. 403, "Concrete for Structures" for fine aggregate. Hydrated lime or lime putty may be added to the mix, but in no case shall it exceed 10 percent by weight of the total dry mix. Reinforcing Steel shall conform to Item No. 406, "Reinforcing Steel ". Structural Steel shall conform to Item No. 720, "Metal for Structures ". (4) Frames, Grates, Rings and Covers Frames, grates, rings and covers shall conform to Item No. 503, Miscellaneous Structures 508 06/08/88 Page 1 and Appurtenances "Frames, Grates, Rings and Covers ". (5) .Safety End Treatment for Structures (a) Bolts and Nuts All bolts, nuts and associated hardware shall meet the specifications of ASTM A 307. (b) Plates and Angles All plates and similar angles and brackets shall meet the specifications of ASTM A 36. . (c) Pipe Runners Pipe Runners shall conform to the requirements of ASTH A53, Grade B. (d) Galvanizing All hardware including nuts, bolts and plates listed above shall be galvanized conforming to ASTH A 123 or A 153. (6) Miscellaneous Items Cast iron for supports, steps and inlet units shall conform to the shape and dimensions indicated. The casting shall be clean and perfect, free from sand or blow holes or other defects. Cast iron castings shall meet the requirements of ASTH A 48, Class 30. Steel for temporary covers when used with Stage Construction shall be adequate for the loads imposed. . 508.4 Construction Methods All concrete work shall be performed in accordance with Item No. 410, . "Concrete Structures ". Forms will be required for all cast in place concrete walls, except where the nature of the surrounding material is such that it can be trimmed to a smooth vertical face (the outside form for concrete bases). Where cast in place concrete is used in wall construction of storm sewers, the steps shall be cast into the wall when the concrete is placed. The construction inlets shall be done as soon as is practicable after sewer lines into the inlet are complete. All sewers shall be cut neatly at the insiie face of the walls of the inlet and pointed up with mortar. Bases for cast in place inlets may be placed prior to or at the Contractor's option after the sewer is constructed. Bases for box sewers shall be cast as an integral part of the sewer. The manholes may be constructed prior to backfilling or if the Contractor no elects, the manhole opening may be covered temporarily with a steel plate to facilitate the compaction of backfill for the sewer as a whole. Miscellaneous Structures 508 06/08/88 Page 2 and Appurtenances Thereafter, required excavation for the inlet shall be made and the inlet constructed and backfilled. The inverts passing out or through an inlet shall be shaped and grouted across the floor of the inlet as indicated. This shaping may be accomplished by adding shaping mortar or concrete after the base is cast or by placing the required additional material with the base. All miscellaneous structures shall be completed in accordance with the details indicated. Backfilling to original ground elevation shall be in accordance with the provisions of the appropriate items and as directed by the Engineer. 508.5 Measurement All miscellaneous structures and safety end treatments satisfactorily completed as indicated will be measured as completed units per each. Concrete removed, excavation and backfill, riprap, pipe, headwalls, wingwalls, collars and apron slabs will not be measured under this item but will be considered subsidiary to the other items. Frames, grates, rings, covers, safety end treatment and any concrete curb and gutter indicated will not be measured and paid for but shall be considered subsidiary to one of the pay items set in the bid. 508.6 Payment (1) Inlets Payment for Inlets of the type indicated in place in accordance with these specifications and measured as prescribed above will be made at the unit price bid for each Inlet, of the type specified. (2) Energy Dissipators and Headwalls Payment for special complete structures will be made at the unit price bid per each. (3) Safety End Treatment Payment for Safety End Treatment, complete in place, will be made at the unit price bid for each unit of the type indicated. Payment will be made under one of the following: Pay Item No. 508 -E: Energy Dissipators, In. Dia. - Per Each. Pay Item No. 508 -H: Headwalls, Type _, _ In. Dia. Pipe - Per Each. Pay Item No. 508 -IA: Inlet, Area - Per Each Pay Item No. 508 -IG: Inlet, Grated - Per Each. Pay Item No. 508 -SET Safety End Treatment, Type _ Size - Per Each Pay Item No. 508 -I5R: Inlet, Recessed - Per Each. Miscellaneous Structures 508 06/08/88 Page 3 and Appurtenances End Pay Item No. 508 -I10R: Inlet, Recessed - Per Each. Pay Item No. 508 -I15R: Inlet, Recessed - Per Each. Pay Item No. 508 -I20R: Inlet, Recessed - Per Each. Pay Item No. 508 -I5S: Inlet, Recessed - Per Each. Pay Item No. 508 -I10S: Inlet, Standard - Per Each. Pay Item No. 508 -I15S: Inlet, Standard - Per Each. Pay Item No. 508 -I20S: Inlet, Standard - Per Each. Ref: 403, 406, 410, 503, 720 Miscellaneous Structures 508 06/08/88 Page 4 and Appurtenances 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 Item No. 509 Trench Safety Systems 509.1 Description This item consists of designing, furnishing, installing, dewatering, maintaining and removing safety systems for trench excavations as determined by Contractor's Trench Safely Engineer and /or Contractor's Competent Person(s). This includes special clearing, excavation and backfiling for safety systems. At a minimum, this work shall conform to United States Department of Labor Rules 29 CFR, Part 1926 (OSHA). 509.2 Trench Safety System Plan Submittal Prior to, or at the Pre - Construction Conference, the Contractor shall submit to Owner a Trench Safety System Plan sealed by a Professional Engineer registered in the State of Texas. Notice To Proceed with construction will not be issued by Owner until Contractor has submitted a Trench Safety System Plan to Owner. The Trench Safely System Plan at a minimum, shall conform to OSHA standards for sloping of sides, utilization of trench boxes, and /or utilization of shoring, sheeting and bracing methods. Contractor shall be responsible for obtaining the necessary geotechnical information to design the Trench Safety System Plan; however, if geotechnical information was obtained by Owner for the design of the improvements (normally taken at 500 foot intervals along the proposed centerline to a depth not exceeding five feet below proposed flowline), it shall be provided to Contractor for information purposes subject to the provisions of Section 00220 Soil Investigation Data. The Trench Safety System Plan submittal shall include: (1) A plan or other designation of areas in which each type of system is to be used, including length of trench to be opened, length of time trench to remain opened, means of egress, storage of materials, allowable loads on trench walls, methods for filling /compacting bedding /backfilt within the safety of the system, removal of system and equipment restrictions. (2) Drawings or manufacturer's data describing various elements of Trench Safety System with sufficient detail for workers to properly install Trench Safely System, as applicable. (3) Recommendations and limitations for using systems. (4) Sealed engineering calculations and /or equipment manufacturer's certifications, as applicable, showing that system is designed to withstand anticipated loadings and can be fully installed in designated space within the street right of way or easement provided by Owner. (5) Certificate of Insurance of Trench Safety Engineer's Professional Liability Insurance coverage written by a company acceptable to Owner and authorized to do business in State of Texas at time policy is issued. Contractor's Trench Safety Engineer shall carry and maintain coverage with minimum limits of 6500,000 509.3 Trench Safety System Plan Review Review of the Trench Safety System Plan by Owner is only for general conformance to OSHA standards and regulations. Owner's failure to note exception(s) to the submittal does not relieve Contractor of any or all responsibility or liability for the Trench Safety System Plan. Contractor remains solely and completely responsible for all trench safety systems and for the means, methods, procedures, and materials therefor. 509.4 Construction Methods Contractor's Competent Person(s) shall maintain a copy of and implement OSHA trenching safely regulations at the worksite. Trenching shall be completed to lines and grades indicated or as specified in various technical specification items requiring excavation and trenching and /or backfilling. Contractor shall perform all trenching in a safe manner and maintain safety systems to prevent death or injury to personnel or damage to structures. utilities or property in or near excavation. II evidence of possible cave -ins or slides is apparent or an installed trench safety system is damaged, work in trench shall immediately cease and personnel evacuated from hazardous area and Owner notified. Personnel shall not re -enter excavation until necessary repairs or replacements are completed, inspected and approved by 509 02/19/93 1 Trench Safety Systems Contractor's Competent Person(s). Repair and replacement of damaged safety system shall be at Contractor's sole expense. 509.5 Changed Conditions When changed conditions require modifications to the Trench Safety System, Contractor shall provide a new design or an alternate Trench Safety System designed by Contractor's Trench Safely Engineer adequate for conditions encountered. Copies thereof shall be provided to Owner in accordance with 509 2 "Trench Safety Plan Submittal ". A copy of the most current Trench Safety System shall be maintained on site and made available to inspection and enforcement officials at all times Changes to the Trench Safety System Plan initiated by Contractor for operational efficiency or by changed conditions that could be reasonably anticipated will not be cause for contract time extension or cost adjustment thereof. When changes to the Trench Safety System Plan are the result of severe and uncharacteristic natural conditions or other conditions totally out of the control of Contractor, Contractor may make a written request to Owner for a Change Order to address said work. Contractor shall notify Owner in writing immediately, but no later than 24 hours, whenever changed conditions are encountered that Contractor may claim for additional compensation Only that work that Contractor deems immediately necessary to protect the safety of walkers and public, equipment or materials may be accomplished until Contractor makes the written request for a Change Order and Owner has a reasonable opportunity to investigate and respond in writing to the request. • 509.6 Measurement Trench Safety Systems shall be measured by linear foot through manholes arid other appurtenances along the centerline of trench conforming to Contractor's plans and specifications. 509.7 Payment Payment for Trench Safety Systems. measured as prescribed above, will be made at unit price bid per centerline linear foot of trench per Contractor's plan and specifications which price shall include designing, furnishing, installing, dewalering, maintaining, replacing and removing the Trench Safety Systems, sloping, special clearing, and excavation necessary to safely implement the Trench Safety System Plan. Payment will be made under the following: Pay Item No. 509 - 1: Trench Safety Systems (all depths) Per Linear Foot. END Ref: 104, 110, 111, 120. 130, 401, 414, 501, 502, 504, 506, 508, 510, 511, 551, 558, 559, 591, 593, 594 509 112/19/93 2 Trench Safctq S} tcma 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Item No. 510 Pipe 510.1 Description This item shall consist of fumishing and installing all pipe and /or materials for constructing pipe mains, sewers, laterals, stubs, inlet leads, service connections and culverts, including all applicable work such as excavating, bedding, jointing, backfilling materials, tests, concrete trench cap, concrete cap and encasement, etc., prescribed under this item in accordance with the provisions of the Edwards Aquifer Protection Ordinance, when applicable, and and dune Ut ons C Manual, Section 5, "Cuts in Public Right of Way". The pipe shall be of the sizes, types, indicated or as designated by the Engineer and shall include all joints or connections to new or existing mains, pipes, sewers, manholes, Inlets, structures, etc., as may be required to complete the work in accordance with specifications and published standard practices of the trade associations for the material specified and to the lines and grades indicated. This item shall include any pumping, bailing, drainage and Item No. 509, "Trench Safety Systems" for trench walls, when indicated or applicable. Unless otherwise provided, this item shall consist of the removal and disposition of trees, stumps and other obstructions, old structures or portions thereof such as house foundations, old sewers, masonry or concrete walls, the plugging of the ends of abandoned piped utilities cut and left in place and the restoration of existing utilities damaged in the process of excavation, cutting and restoration of pavement and base courses. the famishing and placing of select bedding, backfilling and cement or lime stabilized backfill, the hauling and disposition of surplus materials, bridging of trenches and other provisions for maintenance of traffic or access as indicated. 510.2 Materials The Contractor shall submit descriptive information and evidence that the materials and equipment the Contractor proposes for incorporation into the work Is of the kind and quality that satisfies the specified functions and quality. Water and Wastewater Standard Products Lists form a part of the Specifications. Should the Contractor elect to use any materials from these lists, they should be completely and clearly identified when submitted. (1) Concrete Concrete shall conform to Item No. 403, "Concrete for Structures ". (2) Coarse Aggregate Coarse aggregate shall conform to Item No. 403, "Concrete for Structures" or one of the following: (a) Pipe Bedding Stone Pipe bedding stone shall be clean gravel, crushed gravel or crushed limestone, free of mud, clay, vegetation or other debris, conforming to ASTM C 33 for stone quality. Size gradation shall conform to ASTM C -33 No. 57 or No. 67 or the following Table: SIEVE SIZE PERCENT RETAINED BY WEIGHT 1 1/2" 0 1" 0 -10 1/2" 40-85 #4 90-100 #8 95-100 (b) Foundation Rock Foundation rock shall be well graded coarse aggregate ranging in size from 2 to 8 inches. (c) Flexible Base Flexible base shall conform to Item No. 210, "Flexible Base ". (3) Fine Aggregate (a) Concrete and Mortar Sand Fine aggregate shall be Grade 1 and shall conform to Item No. 403, "Concrete for Structures ". 510 08/26/93 Page 1 Pipe (b) Bedding Sand Sand for use as pipe bedding shall be clean, granular and homogeneous material composed mainly of mineral matter, free of mud, silt, clay lumps or clods, vegetation or debris. The material removed by decantation TXDOT Test Method Tex -406 -A, plus the weight of any clay lumps, shall not exceed 4.5 percent by weight. The average electrical resistance when water- saturated shall be at least 1,800 ohm /cm by the single probe method, with no single test reading lower than 1,500 ohm/cm. Size gradation of sand for bedding shall be as follows: GRADATION TABLE SIEVE SIZE PERCENT RETAINED BY WEIGHT 1/4" 0 #60 75 #100 95 -100 (4) Flowable Backfill Flowable backfill shall conform to Item 402, "Flowable Backfilr. (5) Pea Gravel Pea gravel bedding shall be clean washed material, hard and insoluble in water, free of mud, clay, silt, vegetation or other debris. Stone quality shall meet ASTM C 33. Size gradation shall be as follows: SIEVE SIZE PERCENT RETAINED BY WEIGHT 3/4" 0 1/2" 0 -25 1/4" 90 -100 (6) Select Backfill or Borrow This material shall consist of borrow or suitable material excavated from the trench which has a plasticity index of less than 20, a moisture content which does not exceed 2 percent from optimum as determined in accordance with TXDOT Test Method Tex -114 -E and free of stones or rocks over 8 inches. All suitable materials from excavation operations not required for backfilling the trench shall be placed in embankments, if applicable. All unsuitable materials should be dried or modified to make them suitable for use, as required. (7) Cement Stabilized Backfill When indicated or directed by the Engineer, all backfill shall be with cement - stabilized backfill rather than the usual materials. Unless otherwise indicated, cement stabilized backfill material shall consist of a mixture of the dry constituents descnbed for Class J Concrete. The cement and aggregates shall be thoroughly dry mixed with no water added to the mixture except as may be directed by the Engineer. (8) Pipe General Fire line leads and fire hydrant leads shall be ductile iron. Domestic water services shall not be supplied from fire service leads, unless the domestic and fire connections are on separately valved branches with an approved backflow prevention device in the fire service branch. All wastewater force mains shall be constructed of ductile iron pipe Pressure Class 250 minimum for pipe greater than 12 inch size and Pressure Class 350 for pipe 12 inch size and smaller. Wastewater pipe shall be in accordance with QPL WW -534 and shall have a corrosion resistant interior lining acceptable to the Owner. All water pipe within utility easements on private property shall be Ductile Iron Pipe, Pressure Class 350 minimum for pipe 12 inch size and smaller and Pressure Class 250 minimum for pipe greater than 12 inch size wrapped as 510 08/26/93 Page 2 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 indicated, except for sizes over 24 inches, Concrete Pressure Pipe, steel cylinder type, conforming to the requirements of AWWA C -301 will be acceptable. There may be no service connections to Concrete Pressure Pipe installed in these areas. Approved service clamps or saddles shall be used when tapping ductile iron pipe 12 inch size and smaller. All service tubing (3/4 inch thru 2 inches) installed in any such private property shall be 150 psi annealed seamless Typ e K copper tubing with no sweat or soldered joints. The quality of materials, the process of manufacture and the finished pipe shall be subject to inspection and approval by the Engineer at the pipe manufacturing plant and at the project site prior to and during installation. (a) Reserved (b) Iron Pipe Iron pipe shall be ductile iron pipe meeting all requirements of standards as follows: -For push -on and mechanical joint pipe: AWWA C -151 -For flanged pipe: AWWA C -115 Barrels shall be of Thickness Class 53 as required by AWWA C -115. Flanges shall be ductile iron (gray iron is not acceptable); they shall be Class 125 flanges as shown in ANSI /ASME B16.1, and as shown in Figure 15.1, Flange Details, of AWWA C115; these have drilling which is standard for all flanges used with pipe, valve, and equipment units in the City of Austin water distribution and wastewater force main systems. Flanges shall be fabricated and attached to the pipe barrels by U.S. fabricators using flanges and pipe barrels of U.S. manufacture. If fabrication is to be by other than the pipe barrel manufacturer, a complete product submittal and approval by the Utility Standards Committee will be required. Additionally, such fabricator shall fumish certification that each fabricated joint has been satisfactorily tested hydrostatically at a minimum pressure of 300 psi. - Linings and Coating: Interior surfaces of all iron water pipe shall be cement -mortar lined and seal coated as required by AWWA C104. Interior surfaces of all iron wastewater line and force main pipe shall be coated with a non -corrosive lining material. acceptable to the Owner. Pipe exteriors shall be coated as required by the applicable pipe specification. (NOTE: Because the Utility has not had sufficient experience with non - corrosive linings to permit general approval, complete product data — with utility references— must be provided with each submittal for project approval; this will permit possible approval of a specific coating for the work involved.) Except as described above for flanged pipe (Thickness Class 53) and where not otherwise indicated, ductile iron pipe shall be Class 250 as defined by ANSI /AWWA C150/A21.50- current; all ductile iron pipe and flanges shall meet the following minimum physical requirements: -Grade 60-42 -10: - Minimum tensile strength: 60,000 psi (414 MPa). - Minimum yield strength: 42,000 psi (290 MPa). - Minimum elongation: 10 percent. The flanges for AWWA C115 pipe may be also be made from: Grade 70- 50-05: - Minimum tensile strength: 70,000 psi (483 MPa). - Minimum yield strength: 50,000 psi (345 MPa). - Minimum elongation: 5 percent. 1. Ductile Iron and Gray Iron Fittings: Fittings shall be push -on, flanged or mechanical joint as indicated or approved and shall meet all requirements of standards as follows: -Sizes 4 inch through 16 inch: AWWA C -110 or AWWA C - 153 - Sizes larger than 16 inch: AWWA C -110. - Lining and Coating: Interior surfaces or all iron water pipe fittings shall be lined with cement -mortar and seal coated as required by AWWA C104. 510 08126/93 Page 3 Pipe 2. Joint Materials Gaskets for mechanical joints shall conform to ANSI/AWWA A21.11/C-111. Joining of slipjoint iron pipe shall, without exception, be accomplished with the natural or synthetic rubber gaskets of the manufacturer of that particular pipe being used. A joint lubricant shall be used and applicable recommendations of the manufacturer shall be followed. Gaskets for flanged joints shall be continuous full face gaskets, of 1/8 inch minimum thickness of natural or synthetic rubber, cloth- reinforced rubber or neoprene material, preferably of deformed cross section design and shall meet all applicable requirements of ANSI /AWWA A21.11/C -111 for gaskets. They shall be manufactured by, or satisfy all recommendations of, the manufacturer of the pipe/fittings being used and be fabricated for use with Class 125 ANSI B16.1 flanges. Tee -head bolts, nuts and washers for mechanical joints shall be high strength, low alloy, corrosion resistant steel stock equal to "COR -TEN A" having UNC Class 2 rolled threads or alloyed ductile iron conforming to ASTM A 536; either shall be fabricated in accordance with ANSI /AWWA P21.11/C -111. Hex head bogs and nuts shall satisfy the chemical and mechanical requirements of ASTM A449 SAE Grade 5 plain, and shall be fabricated in accordance with ASTM B 18.2 with UNC Class 2 rolled threads. Either Tee -Head or Hex -Head bolts, nuts and washers as required, shall be protected with bonded fiuoropolymer corrosion resistant coating where specifically required by the Engineer. All threaded fasteners shall be marked with a readily visible symbol cast, forged or stamped on each nut and bolt, which will identify the fastener material and grade. The producer and the supplier shall provide adequate literature to facilitate such Identification; painted markings are not acceptable. 3. Polyethylene Film Wrap All iron pipe, fittings and accessories shall be wrapped with 8 mil (minimum) polyethylene film conforming to AWWA C-105, with all edges overlapped and taped securely with duct tape to provide a continuous wrap to prevent contact between the piping and the surrounding backfill. Repair all punctures of the polyethylene, including those caused in the placement of bedding aggregates, with duct tape to restore the continuous protective wrap before backfilling. 4. Marking Each pipe joint and fitting shall be marked as required by the applicable AWWA specification. This includes in all cases: Manufacturer's identification, Country where cast, year of casting, and "DUCTILE" or "DI ". Barrels of flanged pipe shall show thickness class; others shall show pressure class. The flanges of pipe sections shall be stamped with the fabricators identification; fittings shall show pressure rating, the nominal diameter of openings and the number of degrees for bends. Painted markings are not acceptable. (c) Concrete 1. General The interior surfaces of all iron wastewater line fittings shall be coated with a non - corrosive lining matenal acceptable to the Owner (See Note - above -for wastewater pipe). Exterior coating shall be as required by the applicable fitting standard. Pipe shall conform to ASTM C 76 for Circular Pipe. Concrete pipe smaller than 12 inches in diameter shall conform to ASTM C 14, Extra Strength. All pipe shall be machine made or cast by a process which will provide uniform placement of the concrete in the form and compaction by mechanical devices which will assure a dense concrete. Concrete shall be mixed in a central batch plant or other approved batching facility from which the quality and uniformity of the concrete can be assured. Transit mixed concrete shall not be acceptable for use in precast pipe. The pipe shall be Class III or the class indicated. Storm sewer pipe shall be of the tongue and groove or 0 -ring joint design. Wastewater pipe shall be of the 0 -ring joint design: it shall be acceptably lined for corrosion protection. 2. Marking Each joint of pipe shall be marked with the pipe class, the date of manufacture, the manufacturer's name or trade mark, diameter of pipe and orientation, if required. 510 08/26/93 Paae 4 Pipe 1 l 1 1 1 1 1 1 I. 1 1 1 1 1 1 1 1 1 Pipe marking shall be waterproof and conform to ASTM C 76 3. Minimum Age for Shipment Pipe shall be considered ready for shipment when it conforms to the tests specified in ASTM C 76. 4. Joint Materials When constructing storm sewers, the Contractor shall have the option of making joints with either of the following materials. a. Mortar Mortar for joints shall meet the requirements set forth below in "Mortar". b. Cold Applied Preformed Plastic Gaskets Cold Applied Plastic Gaskets shall be suitable for sealing joints of tongue and groove concrete pipe. The gasket sealing the joint shall be produced from blends of refined hydrocarbon resins and plasticizing compounds reinforced with inert mineral filler and shall contain no solvents, irritating fumes or obnoxious odors. The gasket joint sealer shall not depend on oxidizing, evaporating or chemical action for ds adhesive or cohesive strength and shall be supplied in extruded rope form of suitable cross section. The size of the plastic gasket joint sealer shall be in accordance with the manufacturer's recommendations and sufficient to obtain squeeze -out around the joint. The gasket joint sealer shall be protected by a suitable removable wrapper that may be removed longitudinally without disturbing the Joint sealer to facilitate application. The chemical composition of the gasket joint sealing compound as shipped shall meet the following requirements: Composition Test Method Typical Analysis Bitumen (petroleum ASTM D 4 50-70 plastic content) (% by weight) Ash -inert Mineral Water Tex -526 -C 30 -50 (% by weight) Volatile Matter (at 325 F) Tex -506 -C 2.0 Maximum (% by weight) The gasket joint sealing compound when immersed for 30 days at ambient room temperature separately in 5 percent solution of caustic potash, a mixture of 5 percent hydrochloric acid, a 5 percent solution of sulfuric acid and a saturated I-12S solution shall show no visible deterioration. The physical properties of the gasket joint sealing compound as shipped shall meet the following requirements: Property Test Typical Analysts Method Minimum Maximum Specific Gravity at 77 F ASTM D 71 1.20 1.35 Ductility at 77F (cm) Minimum Tex -503 -C 5.0 Softening point Penetration: Tex -505 -C 275 F 32 F (300 g) 60 sec Tex -502 -C 75 77 F (150 g) 5 sec Tex -502 -C 50 120 115 F (150 g) 5 sec Tex -502 -C 150 Flashpoint C.O.C. F Tex -504 -C 600 F Fire Point C.O.C. F Tex -504 -C 625 F When constructing wastewater lines, the contractor shall use 0 -ring gasket joints conforming to ASTM C 443. Just before making a joint, the ends of the pipe shall be clean, dry, free of blisters or foreign matter and shall be wire brushed. For 0-ring joints, the gasket and the inside surface of the bell shall be lubricated with a light film of soft vegetable soap compound to facilitate assembly of the joint. The rubber 510 06/26193 Page 5 Pipe 0 -ring gasket shall be stretched uniformly in the joint. Wedge see! type ( "Forsheda" pre- lubncated) gaskets may be used if joint details submitted are approved; installation of such gaskets shall be in stnct accordance with the manufacturer's recommendations, and shall be the sole element depended upon to make the joint flexible and watertight. In wastewater lines no horizontal or vertical angles in the alignment of pipes shall be permitted unless indicated. The spigot shall be centered in the bell, the pipe pushed uniformly home and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint. 5. Bends When horizontal or vertical angles in the alignment of storm sewers are indicated, the bend or angle shall be constructed by cutting on a bias one or both pipes as may be required for the alignment indicated. The pipe cut shall be sufficiently long to allow exposing the reinforcement, which shall be bent, welded and incorporated into the pipe bend and reinforced concrete collar to maintain the structural integrity. The collar shall be 6 inches minimum, reinforced with #4 bars on a 1 foot center both directions. Builder's hardware cloth may be used on the outside of the joint to aid in holding cementing materials in place. Plywood, fiberboard or other materials placed on the inside of the pipe as formwork shall be removed as soon as the joint materials have obtained initial set, after which the inside surface of the pipe joint shall be finished smooth and true. to the line and grade established. The Contractor may use prefabricated bends meeting the specification requirements in lieu of field fabricated bends. All bends shall be watertight, have a smooth flow line and be or greater in strength to the adjacent pipe. Horizontal or vertical bends in wastewater lines shall be accomplished by use of manholes. With the Engineer's approval, bend fittings may be fabricated using pipe segments cut on the bend radius. Very long radius bends may be made of deflected straight pipe having radius of curvature no less than that recommended by the manufacturer. 6. Sulfide and Corrosion Control All concrete pipe used for wastewater installations shall be protected from sulfide and corrosion damage by using limestone aggregate. (d) Concrete Steel Cylinder (CSC) Pipe 1. General Requirements The Contractor shall submit to the Engineer for approval along with other required data a tabulated layout schedule with reference to the stationing and grade lines to be used. The manufacturer shall furnish all fittings and special pieces required for closures, bends, branches, manholes, air valves, blowoffs and connections to main line valves and other fittings as indicated. Each pipe length, fitting and special joint shall have plainly marked on the bell end of the pipe, the head condition for which it is designed. In addition, marking shall be required to indicate the location of each pipe length or special joint in the line and such markings will be referenced to the layout schedules and drawings and submitted for approval. Concrete steel cylinder fittings shall be tested as required by the applicable AWWA Standards. 2. Design and Inspection Where not otherwise indicated, concrete steel cylinder pipe shall be Class 150, designed to withstand a vacuum of not less than 28 feet of water. Valve reducers, tees and outlets from a pipe run shall be designed and fabricated so that all stresses are carried by the steel forming the fitting or outlet Concrete steel cylinder pipe shall meet one of the following specifications: AWWA C -301 - Any Size AWWA C -303 - 24 inch maximum size All pipe flanges shall conform to AWWA C -207, requirements for standard steel flanges of pressure classes corresponding to the pipe class. 510 08/26193 Page 6 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Pipe to be installed in a tunnel or encasement shall be manufactured with 1 inch thick by 24 inch wide skid bands of mechanically impacted mortar in addition to the normal coating. All concrete steel cylinder fittings shall be constructed of steel plate of adequate strength to withstand both internal pressure and external loading. Rod reinforcing shall not be used to figure the required steel area. The fittings shall have a concrete lining and 1 inch minimum coating of cement mortar, except that centrifugally spun lining need not be reinforced Minimum lining thickness shall be 112 inch for 16 inch pipe and 3/4 inch for sizes larger than 16 inch pipe Where it Is impractical to place such concrete protection on interior surfaces of small outlets. 2 coats of "Bitumastic Tank Solution" shall be applied. No fitting shall be made by cutting of standard pipe. except that may be tplaced lets of on standard pipe. rcent of the pipe diameter may be placed in a standard pipe. sp 9 3. Joint Materials Joints shall be of the rubber gasket type conforming to the applicable standards. The inside and outside recesses between the bell and spigot shall be completely filled with Cement Grout in accordance with the pipe manufacturers recommendations. Grout materials for jointing such pipe, unless otherwise indicated, shall be as described herein. (e) In Place Pipe Rehabilitation 1. In Place Slipiining With or Without Pipe Destruction/Replacement This item shall consist of installing a high density polyethylene pipe, by use of a pipe insertion machine into an existing line. a. Material Requirements The polyethylene pipe shall meet the following specifications: ASTM F 714 Plastic Pipe Institute PE3408 Unless otherwise specified, the Contractor shall fumish the polyethylene pipe in accordance with the following table: Depth of Cover Expressed in Feet SDR of Pipe 0 -16 17 6.1- 11 b. Functional Requirements The polyethylene pipe shall be assembled and joined at the site using the thermal butt fusion method. All equipment and procedures shall be in strict compliance with the manufacturers recommendations. Fusing shall be accomplished by personnel certified as fusion technicians by a manufacturer of polyethylene pipe and /or fusing equipment. The complete joint shall be in true alignment and have a uniform double roll back bead resulting from the use of proper temperature and pressure. The joint shall be allowed adequate cooling time before removal of pressure. Joints shall be made smooth on the inside by removal of the projecting weld bead using appropriate equipment; maximum projection of the weld bead on the exterior of the pipe shall be approximately 3/16 inch. The fused joint shall be watertight and shall have a tensile strength equal to that of the pipe. All joints shall be subject to acceptance by the Engineer or his /her representative prior to placement. All defective joints shall be cut out and replaced. Any section of the pipe with a gash, abrasion, nick or scar greater in depth than 10 percent of the wall thickness, or containing concentrated ridges. discolorization, excessive spot roughness, pitting, variable wall thickness. or any otfier defect of manufacturing or handling as determined by the Engineer or his/her representative, shall be discarded and removed from the site. 510 08/26/93 Page 7 Pipe Terminal sections of pipe that are joined within the insertion pit shall be connected with a full circle pipe repair clamp with a minimum length of one and one half times the nominal inside pipe diameter, exceed in accordance with Water and Wastewater QPL No. 271. The butt gap between pipe ends 1110 of the nominal inside diameter of the pipe. c. Installation Procedure The Contractor shall carry out his operations in strict accordance with all OSHA and manufacturer's safety requirements. The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe designated for rehabilitation including active services in the rehabilitation section. The bypass shall be made by plugging the line at an existing upstream manhole or adjacent system. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The Contractor shall take all necessary steps to prevent flooding of any private property and shall be liable for damages incurred by the flooding. No sewage or water shall be allowed to drain into earthen sump pits. New polyethylene pipe shall be inserted immediately behind the expansion and insertion equipment in accordance with the manufacturer's procedures. The expansion and insertion equipment shall be equipped with all controls necessary to place the pipe on proper line and grade according to the plans. The• Contractor shall Install all pulleys, rollers, bumpers, alignment control devices and other equipment required to protect existing manholes and to protect the pipe from damage during installation. Lubrication may be used as recommended by the pipe manufacturer. Under no circumstances shall the pipe be stressed beyond its elastic limit. All active service connections shall be identified by video inspection or other means and connected to the new main In accordance with the plan details. Upon commencement, insertion, from manhole to manhole, shall be continuous without interruption except as approved by the Engineer. The installed pipe shall be allowed the manufacturer's recommended amount of time to provide for complete shrinkage or relaxation of the pipe prior to any connection of service lines, sealing of the annular space where the pipe enters the manhole, or backfilling of the insertion pit. Sufficient excess length of pipe shall be allowed to provide for this shrinkage. The pipe bedding in the insertion pit shall be either pea gravel or pipe bedding stone. Bedding and backfill shall conform to the specification requirements of Section 510.3(14) contained herein. All street repairs and pavement replacement shall conform to City of Austin Utility Criteria Manual, Section 5, "Cuts in Public Right of Way". The relaxed pipe shall be cut so that it projects 4 inches inside of the manhole and any annular space shall be sealed. Sealing shall be with material approved by the Engineer. The sealant shall completely fill the void between the pipe and the manhole wall and shall extend 3 inches beyond the annulus on the inside wall of the manhole. The sealant shall form a smooth transition from the pipe onto the manhole. The complete joint shall be uniform and watertight. A concrete invert shall be poured in place and shaped to form a smooth flow channel through the manhole. 2. Cured Resin Pipe Lining This method of rehabilitation shall consist of the insertion of a resin - impregnated flexible tube into an existing pipe by the inversion method given in ASTM F 1216 or by a comparable approved method. a. Material Requirements The Cured in Place Pipe (CIPP) system shall have minimum initial structural.properties as follows: Flexural Strength (ASTM D 790) Tensile Strength (ASTM D 638) Flexural Modulus (ASTM D790) 4,500 psi 2,500 psi 250,000 psi The results of tests by an independent laboratory, of specimens taken by the Contractor as required by Section 8 of ASTM F 1216 and to demonstrate compliance with the above minimum values, shall be made available to the Owner's Engineer at the completion of testing. 510 08/26/93 Page 8 Pipe 1 f/ ' t 1 1 1 1 1 1 1 1 1 1 1 1 b. Installation Procedure Insertion of a resin - impregnated flexible tube into an existing pipe shall be by an inversion method as given in ASTM F 1216 and the manufacturers recommendations The Contractor shall carry out his operations in strict accordance with all OSHA and manufacturers safety requirements. Any necessary repairs to the pipe line shall be performed by the Contractor. Inspection of pipe line by the Contractor shall be performed by experienced personnel trained in locating breaks, obstacles and service connections by closed circuit television. The interior of the pipe shall be carefully inspected to determine the location of any conditions which may prevent proper installation into the pipe and these conditions shall be corrected. A video tape and log shall be made by the Contractor and provided to the Owner upon completion of the project. The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe designated for rehabilitation, including active services in the rehabilitation section. The bypass shall be made by plugging the line at an existing upstream manhole and pumping the flow into a downstream manhole or adjacent system. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The Contractor shall take all necessary steps to prevent flooding of any private property and shall be liable for any damages incurred by the flooding. No sewage or water shall be allowed to drain into earthen sump pits. The Contractor shall designate a location where the uncured resin in the original containers and the unimpregnated fiber -felt tube shall be vacuum impregnated prior to installation. The Contractor shall allow the Engineer to inspect the materials and 'Wet our procedure. The quantities of the liquid thermosetting materials shall be per manufacturers standards to provide the wall thickness specified. Water for the work will be fumished by the City. Contractor shall use a double -check valve assembly to prevent backflow in the event of pressure failure. The wet out fiber -felt tube shall be inserted through an existing manhole or other approved access by means of an inversion process and the application of a hydrostatic head sufficient to fully extend it to the next designated manhole. Any defect which will affect, in the foreseeable future, or warranty period, the integrity or strength of the pipe liner shall be repaired at the Contractors expense, in a manner satisfactory to the Engineer. If, due to broken or misaligned pipe at a manhole wall, the pipe liner fails to make a tight seal, the Contractor shall apply a seal at that point The seal shall be of a resin mixture compatible with pipe liner. After the pipe liner has been cured in place, the Contractor shall connect new services or reconnect existing service connections as designated and identified by the proposal. This shall generally be done without excavation, from the interior of the pipeline by means of a television camera and a cutting tool. The water- tightness of the pipe liner shall be gauged while curing and under a positive head in accordance with the requirements outlined in ASTM F 1216, Section 8. After the work is completed, the Contractor shall provide the Engineer with a video tape showing both the before and after conditions including the restored connections. (f) Polyethylene Tubing 1. General All polyethylene (PE) tubing shall be high density, high molecular weight plastic tubing meeting ASTM D2737; it shall be pressure rated at 200 psi working pressure and must bear the National Sanitation Foundation seal of approval for potable water service. When tested for Environmental Stress Cracking, the PE tubing shall not show any loss of pressure in the 6 specimens tested for 3 hours in accordance with the requirements of ASTM D 2737 using the test pressure of 400 psi at 73.4 F. The minimum burst pressure shall be 630 psi at 73 4 F determined in accordance with ASTM D 1599, latest revision. The time of testing of each specimen shall be between 60 and 70 seconds. 510 06/26/93 Page 9 Pipe The tubing shall not fail, balloon, burst or weep as defined in ASTM D 1598, latest revision, when tested in accordance with the Sustained Pressure Test Method of ASTM D 2737 but under the following test conditions: Temperature Time Pressure 73.4 F 1,000 hours 400 psi 100 F 1,000 hours 330 psi 2. Markings Permanent marking on the tubing shall include the following at intervals of not more than 5 feet: Nominal tubing size. The type of plastic material, i.e., PE 3408 The Standard Dimension Ratio (SDR) and the pressure rating in psi for water at 73.4 F (e.g., SDR -9, 200 psi). ASTM D 2737 designation. The manufacturer's name or trademark, code and seal of approval (NSF mark) of the National Sanitation Foundation. 3. Tube Size ' PE tubing shall be standard copper tube size outside diameter, with Standard Dimension Ratio (SDR) of 9. Standard sizes, dimensions and tolerances shall be as follows: Nominal Outside Diameter Wall Thickness Tube Size Average Tolerance Minimum Tolerance (Inches) (inches) (inches) (inches) (Inches) 3/4 0.875 ±0.004 0.097 +0.010 1 1.125 ±0.005 0.125 +0.012 11/4 1.375 ±0.005 0.153 +0.015 11/2 1.625 ±0.006 0.181 +0.018 2 2.125 ±0.006 0.236 +0.024 (g) Copper Tubing All copper service tubing shall be annealed seamless Type K water tube meeting ASTM 888 and rated at 150 psi working pressure. The tubing shall be homogenous throughout and free from cracks, holes, crimping, foreign inclusions or other defects. It shall be uniform in density and other physical properties. Nominal Tube Size Outside Diameter Wall Thickness (Inches) (Inches) (Inches) 3/4 0.875 ±0.003 0.065 ±0.0045 1 1.125 ±0.0035 0.065 ±0.0045 11/4 1.375 ±0.004 0.065 ±0.0045 11/2 1.625 ±0.0045 0.072 ±0.005 2 2.125 ±0.005 0 083 *0.007 (h) Service Connection Fittings All fittings used in customer service connection - tapping mains, connecting meters, etc. - must be currently listed on the Water and Wastewater Standard Products List or called for in the Standard Installation Details in the Service Connection Guide section of the City of Austin Standards. (I) Brass Goods All brass stops, couplings, bends, connections, nipples and miscellaneous brass pipe fittings and accessories used in meter connections, copper service lines, air release piping assemblies and wherever needed in the water distribution system, shall conform to the Standards, Water and Wastewater Standards product list and AWWA C- 800, except as herein modified or supplemented. 510 08/26/93 Page 10 Pipe 1 -1 f 1 1 1 1 1 t 1 1 1 1 1 ,1 1 1 1 Unless otherwise noted, the goods described herein shall be fabricated of standard Brass t each o r lead (Waterworks Brass) meeting ASTM B62 or 8584, alloy 83600, consisting of 85 percent copper 5 perc and zinc. Exposed threads shall be covered with plastic caps or sheeting to protect the threads. Brass goods of each type and class shall be compatible with other fittings in common usage for similar purposes Where not otherwise indicated, all such materials shall meet the following requirements: Corporation stop thread (where used) shall conform to Table 1, Figure 1, AWWA C -800, commonly called the Mueller Thread. Corporation stops with iron pipe threads are also permitted. Iron pipe threads shall conform to ANSI B2.1 -1969 and Table 9, Figure 9 of AWWA C -800. Copper fittings threads shall conform to Table 2 and 3, Figure 2 and 3 of AWWA C-800 and ANSI 91.1960 with approximate tolerance of Class 2. Flanges shall conform to ANSI B16.1, Class 125 (or Class 250 where so noted), as to dimensions, drillings, etc. Brass pipe shall conform to the weight and dimensions of Table 2 in the Appendix for AWWA C -800. All fittings shall be suitable for use at hydrostatic working pressures up to 150 psi. Q) Reserved (k) Polyvinyl Chloride Water Plpe 1. General All polyvinyl chloride (PVC) water pipe shall be of the rigid (UNPLASTICIZED) type and must bear the National Sanitation Foundation seal of approval for potable water pipe. Each joint of pipe shall consist of single continuous extrusion; bells or other components attached by solvent welding are not acceptable. Pipe shall be pressure rated at 200 psi (SDR -14) or 150 psi (SDR -18) as indicated. Pipe shall have push -on, rubber gasket joints of the bell and spigot type with thickened integral bells with rubber gasket joints. The wall thickness of each pipe bell and joint coupling must be greater than the standard pipe barrel thickness. Clearance must be provided in every gasket joint for both lateral pipe deflection and for linear expansion and contraction. Concrete thrust blocking shall be placed behind bends and tees. Concrete support cradles or blocking shall be required for support of all fire hydrants, valves and AWWA C110 fittings; such support shall be provided for AWWA C153 fittings when required by the Engineer. 2. Applicable Specifications Except as modified or supplemented herein, PVC pipe shall meet the following standards: AWWA C -900, SDR 18 or SDR 14 for PVC Pressure Pipe, in 4, 6, 8 and 12 inch nominal sizes, having Cast Iron Pipe size outside diameters. Fittings used with PVC Pressure pipe shall be AWWA C -110 or AWWA C -153 compact ductile iron fittings. Standard sizes, dimensions and tolerances shall be as follows: SDR -18 SDR -14 Nominal Outside Diameter Wall Thickness Wall Thickness Size Avg. Tolerance Min. Tolerance Min. Tolerance (inches) (inches) (Inches) (inches) (inches) (Inches) (Inches) 4 4.800 +0.009 0.267 +0.032 0.343 +0.041 6 6.900 +0.011 0.383 +0.046 0 493 + +0 0 . 0 0 5 78 9 8 9.050 +0.015 0.503 +0.060 00.464963 .646 +D.078 12 13 200 +0.015 0.733 +0.088 0.943 +0.113 All pipe 4 inches and larger must be approved Underwriter's Laboratories for use in buried water supply and fire protection systems. 510 08/26193 Page 11 Pipe (1) 3. Material Requirements All pipe and fittings shall be made from clean, virgin, NSF approved, Class 12454B PVC. Clean reworked materials generated from the manufacturer's own production may be used within the current limits of the referenced AWWA C -900. 4. Marking Permanent marking on each joint of pipe shall include the following at intervals of not more than 5 feet: Nominal pipe size and OD base (e.g., 4 CIPS). The type of plastic material (e.g., PVC 124548 ) The Standard Dimension Ratio and the pressure rating in psi for water at 73 F (e.g., SDR 18, 150 psi). The AWWA designation with which the pipe complies (e.g., AWWA C -900). The manufacturer's name or code and the National Sanitation Foundation (NSF) mark Polyvinyl Chloride (PVC) Pipe (Nonpressure) and Fittings 1. General Where PVC sewer or wastewater pipe is indicated, it shall conform to ASTM 0 3034, SDR 35 or ASTM F 679, having T -1 wall thickness. Minimum cell classification shall be 12354B as defined by ASTM 01784. 2. Joint Material PVC pipe and fitting shall have elastomeric gasket joints conforming to ASTM 0 3212; gaskets to ASTM F 477. 3. Pipe Markings Permanent marking on the pipe shall include the following at intervals of not more than 5 feet Manufacturer's name and/or trademark. Nominal pipe size. PVC cell classification per ASTM 0 1784 (Min. 12354B). ASTM designation and legend: -For pipe 6 inch to 15 inch size: ASTM D 3034, type PSM, SDR -35 PVC Sewer Pipe. -For pipe 18 Inch and larger. ASTM F 679. T -1 wall PVC sewer pipe. 4. Fitting Markings Fittings shall be clearly marked as follows: Manufacturer's name or trademark, Nominal size, The material designation "PVC ", PSM, and The designation, "Specification 03034 ". 510 08126/93 Page 12 Pipe 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 (m) Steel Pipe 1 Standard Weight ASTM A 53. Schedule 40. 2 Extra Heavy Weight Seamless ASTM A 53. Schedule 80. 3. Encasement Pipe Welded or Seamless pipepiles ASTM A -252, Grade 2 4. Fittings Nipples and fillings extra strong Federal Specification WW -N 351 or WW -P 521. 5. Coatings Black or galvanized as indicated. (n) Welded Steel Pipe and Fittings for Water -Pipe 1. General Reference Standards Specification. a. Specifications of the American Water Works Association (AWWA) listed below shall apply to this Section. C -200 Steel Water Pipe 6 inches and larger. C -205 Cement -Mortar Protective Lining and Coating for Steel Water Pipe, 4 inches and larger, Shop Applied. C -206 Field Welding of Steel Water Pipe. C -207 Steel Pipe Flanges for Waterworks Services, Sizes 4 inches through 144 inches. C -208 Dimensions for Steel Water Pipe Fittings. C-602 Cement -Mortar Lining of Water Pipelines, 4 inches and larger in Place. 2. Submittals a. Furnish shop drawings, product data, design calculations and test reports as described below. (1) Certified copies of mill tests confirming the type of materials used in steel plates, mill pipe flanges and bolts and nuts to show compliance with the requirements of the applicable standards. (2) Complete and dimensional working drawings of all pipe layouts. Shop drawings shall include the grade of material, size, wall thickness of the pipe and fittings, type and location of fittings and the type and limits of the lining and coating systems of the pipe and fittings. (3) Product data to show compliance of all couplings, supports, fittings, coatings and related items. 3 Job Conditions a. The intemal design pressure of all steel pipe and fittings shall be as indicated. b. The interior of all steel pipe for potable water, 4 inches and larger, shall be cement -mortar lined. 4. Manufacturing a. Description Pipe shall comply with AWWA C -200. 510 08126193 Page 13 Pipe (1) Circumferential deflection of all pipe in -place shall not exceed 2.0 percent of pipe diameter. (2) Diameter Nominal pipe diameter shall be the inside diameter of lining or pipe barrel, unless otherwise designated in Job Conditions. b. Wall Thickness (1) Steel pipe wall thickness shall be designed for the internal and external loads specified in this section. The cylinder thickness needed to resist internal pressure shall be based on an allowable stress in the steel equal to 1/2 the minimum yield stress of the material used. 5. Fittings a. Welded Fabricated steel fittings shall be of the same material as pipe and shall comply with AWWA C -208. 6. Flanges a. Flanges shall comply with the requirements of AWWA C -207, Class D or Class .E. The class shall be based on operating conditions and mating flanges of valves and equipment b. Gaskets shall be cloth - inserted rubber, 1/8 inch thick. c. Flanges shall be flat faced with a serrated finish. 7. Pipe Joints a. Lap Joints for Field Welding (1) Lap joints for field welding shall conform to AWWA C -206. This item applies only to pipes 72 inches in diameter and larger. (2) The bell ends shall be formed by pressing on a hydraulic expander or a plug die. After forming, the minimum radius of curvature of the bell end at any point shall not be less than 15 times the thickness of the steel shell Bell ends shall be formed in a manner to avoid impairment of the physical properties of the steel shell. Joints shall permtt a lap at least 1 1/2 inches when assembled. The longitudinal or spiral weld on the Inside of the bell end and the outside of the spigot end on each section of pipe shall be ground flush with the plate surface. The inside edge of the bell and the outside edge of the spigot shall be scarfed or lightly ground to remove the sharp edges or burrs. b. Bell and Spigot Joints with 0 -Ring Gasket • (1) Bell and spigot joints with rubber gasket shall conform to AWWA C -200. (2) The bell and spigot ends shall be so designed that when the joint is assembled. it will be self- centered and the gasket will be confined to an annular space in such manner that movement of the pipe or hydrostatic pressure cannot displace it Compression of the gasket when the joint is completed shall not be dependent upon water pressure in the pipe and shall be adequate to ensure a watertight seal when subjected to the specified conditions of service. Bell and spigot ends shall be welded on preformed shapes. The bell and spigot ends shall conform to the reviewed shop drawings. 8. Interior and Exterior Protective Surface Coatings a. Exterior Surface to be mortar coated shall conform to AWWA C -205 for shop application and AWWA C- 602 for field application. Pipe materials shall be the product of an organization which has had not less than 5 years successful experience manufacturing pipe materials and the design and manufacture of the pipe, including all materials, shall be the product of one company. b. All surfaces except as noted in c and d below shall receive shop application of mortar lining and coating. c. Field Welded Joints. After installation, clean, line and coat unlined or uncoated ends adjacent to welded field joints, including the weld proper, as specified for pipe adjacent to the weld. ;in 08/26/93 Page 14 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 d. Machined Surfaces. Shop coat machined surfaces with a rust preventative compound. After jointing surfaces, remaining exposed surfaces shall be coated per a and b above. (o) Corrugated Metal Pipe 1. General Pipe shall be corrugated continuous lock or welded seam helically corrugated pipe. Corrugated metal pipe may be galvanized steel, aluminized steel or aluminum conforming to the following: Galvanized Steel AASHTO M 218 Aluminized Steel AASHTO M 274 Aluminum AASHTO M 197 Where reference is made herein to gage of metal, the reference is to U.S. Standard Gage for uncoated sheets Tables in AASHTO M 218 and AASHTO M 274 list thicknesses for coated sheets in inches. The Tables in AASHTO M 197 list thicknesses in inches for clad aluminum sheets. Sampling and testing of metal sheets and coils used for corrugated metal pipe shall be in accordance with TXDOT Test Method Tex- 708 -I. Damaged spelter coating shall be repaired by thoroughly wire brushing the damaged area and removing all loose, cracked or weld- burned spelter coating. The cleaned area shall be painted with a zinc dust -zinc oxide paint conforming to Federal Specifications TT -P 641b. Damaged pipe shall be rejected and removed from the project. Damaged aluminized coating shall be repaired in accordance with the manufacturer's recommendations. The following information shall be clearly marked on each section of pipe: Thickness and corrugations Trade Mark of the manufacturer Specification compliance 2. Fabrication a. Steel Pipe Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming to AASHTO M 36, Type I cr Type II as indicated. It may be fabricated with circumferential corrugations, lap joint construction with riveted or spot welded seams or rt may be fabricated with helical corrugations with continuous helical lock seam or ultra high frequency resistance butt- welded seams. b. Aluminum Pipe Pipe shall conform to AASHTO M 196, Type I, circular pipe or Type II, pipe arch as indicated. It may be fabricated with circumferential corrugations, lap Joint construction with riveted or spot welded seams or it may be fabricated with helical corrugations with a continuous helical lock seam. Portions of aluminum pipe that are to be in contact with high chloride concrete or metal other than aluminum, shall be insulated from these materials by a coating of bituminous material. The coating applied to the pipe or pipe arch to provide an insulation between the aluminum and other material shall extend a minimum distance of 1 foot beyond the area of contact. 510 08/26193 Page 15 Pipe 3. Selection of Gages The pipe diameter, permissible corrugations and required gauges shall be as indicated. TABLE 1 Corrugated Steel 2 2/3 Inches by 1/2 Inch Corrugations Full Circle Plpe Min. Cover, Top of Thickness • Pipe to Pipe Top of 0.064 In. 0.079 In. 0.109 In. 0 138 In. 0.168 In. Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill Height Above Top of Pipe In Feet * 12 12 112 122 157 164 171 15 12 90 97 125 131 137 18 12 75 81 104 109 114 21 12 64 70 82 94 98 24 12 56 60 69 78 86 27 12 50 54 60 67 73 30 12 9 51 55 59 65 33 12 41 44 52 55 59 38 12 37 41 49 52 55 42 12 41 45(57) 46(90) 49(94) 50(98) 48 12 43(50) 44(78) A6(82) 47(86) 54 12 43 43(70) 44(73) 45(76) 60 12 43(631 43(66) 44(69) 66 12 43(60) 43(62) 72 12 43(551 43(57) 78 12 42(53) 84 12 42(49) , 'Fill heights in ( ) apply when pipe is 5 percent vertically elongated prior to installation. Note: Thickness in inches, as shown above, refers to the coated metal after galvanizing. The line in the gage columns is drawn below the maximum diameter allowed for that gage. 510 08/26/93 Page 16 Pipe 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 Table 11 Corrugated Steel 3 Inches x 1 Inch or 5 Inches x 1 Inch Full Circle Pipe Min. Cover, Top of Thickness Pipe to Pipe Top of 0.064 In. 0.079 In. 0.109 In. 0 138 In. 0.168 In. Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum FIII Height Above Top of Pipe In Feet' 48 12 48 52(60) 56(89) 61(107) 60(118) 54 12 43 48(53) 52(79) 55(95) 58(105) 60 12 38 46(48) 49(71) 51(85) 53(95) 66 12 35 43 47(65) 48(78) 50(86) 72 12 32 40 45(59) 47(71) 48(79) 78 12 29 36 44(54) 45(66) 46(73) 84 12 34 43(51) 44(61) 45(68) 90 12 32 43 44(57) 44(63) 96 12 30 43 43(53) 44(59) 102 24 28 42 43(50) 43(56) 108 24 39 42 43(53) 114 24 37 42 42(50) 120 24 35 42 42 'Fill heights in ( ) apply when pipe is 5 percent vertically elongated prior to installation. Note: Thickness in inches, as shown above, refers to the coated metal after galvanizing. The line in the gage columns is drawn below the maximum diameter allowed for that gage. 510 08/26/93 Page 17 Pipe Table III Corrugated Aluminum 2 2/3 Inches x 1/2 Inch Corrugations Full Circle Pipe Min. Cover, Top of Thickness Pipe to Pipe Top of 0.064 In. 0.079 In. 0.109 In. 0.138 In. 0.168 In. Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum FIII Height Above Top of Pipe in Feet • 12 12 45 45 77 15 12 36 37 56 18 12 28 30 36 43 49 24 12 22 23 25 28 31 27 12 20 21 23 25 27 30 12 18 18 21 23 24 33 12 16 17 20 21 22 36 12 15 19 20 21 42 12 19 19 20 48 15 18 18 19 54 16 17 18 18 60 16 16 18 66 18 12 15 72 20 18 11 78 20 - 9 84 20 7 • Fill heights in ( ) apply when pipe is 5 percent vertically elongated prior to installation. Note: Thickness in inches, as shown above, refers to the clad sheet. The line In the gage columns is drawn below the maximum diameter allowed for that gage. 510 08/26/93 Page 18 Pipe 1 1 1 1 1 1 (1 1 1 1 1 1 1 Table iv Corrugated Aluminum 3 Inches x 1 inch or S Inches x 1 Inch Corrugations Full Circle Pipe Min. Cover, Top of Thickness Pipe to Pipe Top of 0.064 In. 0.079 In. 0.109 In. 0.138 In. 0.168 In. Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill Height Above Top of Pipe In Feet • 30 12 27 30 . 35 41 46 36 12 23 24 28 30 34 42 14 21 22 24 26 28 48 16 20 20 22 23 24 54 18 19 19 20 21 22 60 20 18 19 20 20 21 66 22 - 18 19 19 20 72 24 17 19 19 19 78 26 18 18 19 84 26 15 18 18 90 24 16 18 96 24 14 16 102 30 14 108 30 . - 12 114 30 10 8. 120 30 - - - • Fill heights in () apply when pipe is 5 percent vertically elongated prior to installation. Note: Thickness in inches, as shown above, refers to the clad sheet. The line in the gage columns is drawn below the maximum diameter allowed for that gage. 510 08/26/93 Page 19 Pipe For pipe arch, the design size and permissible corrugations only will be indicated, since the shape and minimum gage for pipe arch shall be as designated in Tables A. 8, C or D for the specified design size and corrugation for metal pipe. Table A Steel Pipe Arch 2 2/3 Inch by 1/2 Inch Corrugations H -20 Loading Equivalent Min. Min. Coated Diameter Design • Span 'Rise Cover Gage Thickness Full Clr. Size Inches Inches Inches Required Inches Pipe lnches 1 17 13 12 16 0.064 15 2 21 15 12 16 0.064 18 3 28 20 12 16 0.064 24 4 35 24 12 16 0.064 30 5 42 29 12 14 0.079 36 6 49 33 12 14 0.079 42 7 57 38 12 12 0.109 48 8 64 43 12 12 0.109 54 9 71 47 12 10 0.138 60 • The fill heights for all sizes of pipe arch are limited to a maximum of 7 feet. A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be permissible in span and rise, with all dimensions measured from the inside crests of the corrugations. Table B • Steel Pipe Arch 3 Inch by 1 Inch Corrugations H -20 Loading Equivalent Min. Min. Coated Diameter Design • Span 'Rise Cover Gage Thickness Full Cir. Size Inches Inches Inches Required Inches Pipe Inches 7 53 41 12 12 0.109 48 8 60 46 12 12 0.109 54 9 66 51 12 12 0.109 60 10 73 55 12 12 0.109 66 11 81 59 12 12 0.109 72 12 87 63 12 12 0.109 78 13 95 67 12 12 0.109 84 14 103 71 18 12 0.109 108 18 137 87 24 10 0.138 114 19 142 91 24 10 0.138 210 • The fill heights for all sizes of pipe arch are limited to a maximum of 10 feet. A tolerance of plus or minus 1 Inch or 2 percent of equivalent circular diameter, whichever is greater, will be permissible in span and rise, with all dimensions measured from the inside crests of the corrugations. 510 08/26/93 Pape 20 Pipe 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 Table C Steel Pipe Arch 5 Inch by 1 Inch Corrugations H -20 Loading Equivalent Min. Min. Coated Diameter Design • Span 'Rise Cover Gage Thickness Full Cir. Size Inches Inches Inches Required Inches Plpe inches 11 81 59 12 12 0.109 72 12 87 63 12 12 0.109 78 13 95 67 12 12 0.109 84 14 103 71, 18 12 0.109 90 15 112 75 18 12 0.109 96 16 117 79 18 12 0.109 102 17 128 83 24 10 0.138 108 18 137 87 24 10 0.138 114 19 142 91 24 10 0.138 120 • The fill heights for all sizes of pipe arch are limited to a maximum of 10 feet. A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be permissible in span and rise, with all dimensions measured from the inside crests of the corrugations. Table D Aluminum Pipe Arch 2 2/3 Inch by 1/2 Inch Corrugations H -20 Loading Equivalent Min. Min. . Coated Diameter Design • Span •Rise Cover Gage Thickness Full Cir. Size Inches Inches Inches Required Inches Pipe Inches 1 17 13 12 16 0.060 15 2 21 15 12 16 0.060 18 3 28 20 12 14 0.075 24 4 35 24 12 14 0.075 30 5 42 29 18 12 0.105 36 6 49 33 18 12 0.105 42 7 57 38 18 10 0.135 48 8 64 43 18 10 0.135 54 9 71 47 18 8 0.164 60 • All dimensions are measured from the Inside crests of the corrugations. A tolerance of plus or minus 1 inch or 2 percent of the equivalent circular diameter, whichever is greater will be permissible in span and rise. The fill heights for all sizes of pipe arch are limited to a maximum of 7 feet. . 510 08/26/93 Page 21 Pipe 4 Joint Material Except as otherwise indicated, coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to AASHTO M 36 for steel pipe and AASHTO M 196 for aluminum pipe. Field joints for each type of corrugated metal pipe shall maintain pipe alignment during construction and prevent infiltration of soil material during the life of the Installation. Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than the thickness of the pipe to be connected and in no case lighter than 0.052 inch for steel or 0 048 Inch for aluminum. Coupling bands shall be made of the same base metal and coating (metallic or otherwise) as the pipe. Coupling bands shall lap equally on each of the pipes being connected to form a tightly closed joint after installation. Pipes furnished with circumferential corrugations shall be field jointed with corrugated locking bands. This includes pipe with helical corrugations which has reformed circumferential corrugations on the ends. The locking bands shall securely fit into at least one full circumferential corrugation on each of the pipe ends being coupled. The minimum width of the corrugated locking bands shall be as shown below for the corrugation which corresponds to the end circumferential corrugations on the pipes being joined: 10 1/2 inches wide for 2 2/3 inches x 1/2 inch corrugations. 12 Inches wide for 3 inches x 1 inch or 5 inches x 1 inch corrugations. Helical pipe without circumferential end corrugations will be permitted only when it is necessary to join a new pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at the ends shall be field jointed with either helically corrugated bands or with bands with projections or dimples. The minimum width of helically corrugated bands shall conform to the following: 12 inches wide for pipe diameters up to and including 72 inches. 14 inches wide for 1 Inch deep helical end corrugations. Bands with projections shall have circumferential rows of projections with one projection for each corrugation. The width of bands with projections shall be not less than the following: 12 inches wide for pipe diameters up to and including 72 inches. The bands shall have 2 circumferential rows of projections. 161/4 inches wide for pipe diameters of 78 inches and greater. The bands shall have 4 circumferential rows of projections. Unless otherwise indicated, all bolts for coupling bands shall be 1t2 inch diameter. Bands 12 inches wide or less shall have a minimum of 2 bolts and bands greater than 12 inches wide shall have a minimum of 3 bolts. Galvanized bolts may be hot dip galvanized conforming to AASHTO M 232, mechanically galvanized to provide the same requirements as AASHTO M 232 or electrogalvanized per ASTM A 164 Type RS. 5. Additional Coatings or Linings a. Bituminous Coated Bituminous Coated pipe or pipe arch shall be as indicated both as to base metal and fabrication and in addition shall be coated inside and out with a bituminous coating which shall meet the performance requirements set forth herein. The bituminous coating shall be 99.5 percent soluble in carbon bisulphide. The pipe shall be uniformly coated inside and out to a minimum thickness of 0.05 inch, measured on the crests of the corrugations. The bituminous coating shall adhere to the metal tenaciously, shall not chip off in handling and shall protect the pipe from deterioration as evidenced by samples prepared From the coating material successfully meeting the Shock Test and Flow Test in accordance with Test Method Tex - 522 -C. 510 08/26/93 Page 22 Pipe 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 b. Paved Invert Where a Paved Invert is indicated, the pipe or pipe arch, in addition to the fully coated treatment described above, shall receive additional bituminous material of the same specification as above, applied to the bottom quarter of the circumference to form a smooth pavement with a minimum thickness of 1/8 inch above the crests of the corrugations. c. Cement Lined (1) General Except as modified herein, pipe shall conform to AASHTO M 36 for lock seam or welded helically corrugated steel pipe. Pipe shall be of full circle and shall be fabricated with two annular corrugations for purposes of joining pipes together with band couplers. Lock seams shall develop the seam strength as required in Table 3 of AASHTO M 36. Concrete lining shall conform to the following' Composition Concrete for the lining shall be composed of cement, fine aggregate and water that are well mixed and of such consistency as to produce a dense, homogenous, nonsegregated lining. Cement Portland Cement shall conform to AASHTO M 85. Aggregates shall conform to PASHTO M 6 except that the requirements for gradation and uniformity of gradation shall not apply. Mixture The aggregates shall be sized, graded, proportioned and thoroughly mixed with such proportions of cement and water as will produce a homogenous concrete mixture of such quality that the pipe will conform to the design requirements indicated. In no case, however, shall the proportions of Portland Cement, blended cement or Portland Cement plus pozzolanic admixture be less than 470 lb/cu. yd of concrete. Thickness The lining shall have a minimum thickness of 1/8 inch above the crest of the corrugations. Lining Procedures The lining shall be plant applied by a machine traveling through a stationary pipe. The rate of travel of the machine and the rate of concrete placement shall be mechanically regulated so as to produce a homogenous nonsegregated lining throughout. Surface Finish The lining machine shall also mechanically trowel the concrete lining as the unit moves through the pipe. Certification Fumish manufacturers standard certification of compliance upon request of the purchaser. Joints Pipe shall be joined together with coupling bands made from steel sheets to an indicated thickness of 0.064 inch (12 ga.). Coupling bands shall be formed with two corrugations that are spaced to provide seating in the third corrugation of each pipe end without creating more than 1/2 inch ± annular space between pipe ends when joined together. Bands shall be drawn together by two 1/2 inch galvanized bolts through the use of a bar and strap suitably welded to the band. 510 08126193 Page 23 Pipe d. Fiber Bonded Where fiber bonded pipe is indicated, the pipe or pipe arch shall be formed from sheets whose base metal shall be as indicated. In addition, the sheets shall have been coated with a layer of fibers, applied in sheet form by pressing them into a molten metallic bonding. If a paved invert is indicated it shall be in accordance with the procedure outlined above. The test for spelter coating above is waived for fiber bonded pipe. 6. Slotted Drain Storm Sewers The pipes for the slotted drain and slotted drain outfall shall be helically corrugated, lock seam or welded seam pipe. Materials and fabrication shall be in accordance with the above. The metal thickness shall be a minimum 16 gage. The chimney assemblies shall be constructed of 3/16 inch welded plate or machine formed 14 gage galvanized steel sheets. The height of the chimney required shall be as indicated. Metal for the welded plate slot shall meet the requirements of ASTM A 36 and the completed plate slot shall be galvanized after fabrication in accordance with ASTM A 123. Weld areas and the heat affected zones where the slot is welded to the corrugated pipe shall be thoroughly cleaned and painted with a good quality asphalt base aluminum paint. 7. Mortar Mortar shall be composed of 1 part Type I Portland Cement and 2 parts clean, sharp mortar sand suitably graded for the purpose and conforming in other respects to the provisions for fine aggregate of Item No. 403, "Concrete for Structures ". Hydrated lime or lime putty may be added to the mix, but in no case shall it exceed 10 percent by weight of the total dry mix. 510.3 Construction Methods When 0 -ring gaskets are indicated they shall be placed in the first corrugation of each pipe and shall be compressed by tightening the coupling band. Rubber 0 -ring gaskets shall conform to Section 5.9, ASTM C 361. (2) Causes for Rejection Pipe shall be subject to rejection on account of failure to conform to any of the indications. Individual sections of pipe may be rejected because of any of the following: Damaged ends, where such damage would prevent making satisfactory joint. Defects that indicate poor workmanship and could not be easily repaired in the field. Severe dents or bends in the metal itself. If concrete lining is broken out, pipe may be rejected or at the discretion of the Engineer, repaired in the field in accordance with the manufacturer's recommendation. Hairline cracks or contraction cracks in the concrete lining is to be expected and does not constitute cause for rejection. (1) General Prior to commencing this work, all erosion control and tree protection measures required shall be in place and all utilities located and protected as set forth In "General Conditions of Agreement". Clearing the site shall conform to Item No. 102, "Clearing and Grubbing ". Maintenance of environmental quality protection shall comply with all requirements of "General Conditions of Agreement" and Item No. 601, "Salvaging and Placing Topsoil ". The Contractor shall conduct his work such that a reasonable minimum of disturbance to existing utilities will result. Particular care shall be exercised to avoid the cutting or breakage of all existing utilities. If at any time the Contractor damages the utilities in place through his operations, the Contractor shall immediately notify the owner of the utility to 510 08/26/93 Page 24 Pipe 1 1 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 make the necessary repairs When active wastewater sewer lines are cut in the trenching operations, temporary flumes shall be provided across the trench while open and the lines shall be restored when the backfilling has progressed to the onglnal bedding lines of the sewer so cut. The Contractor shall inform utility owners sufficiently in advance of the Contractors operations to enable such utility owners to reroute, provide temporary detours or to make other adjustments to utility lines in order that the Contractor may proceed with his work with a minimum of delay and expense. The Contractor shall cooperate with all utility owners concerned In effecting any utility adjustments necessary and shall not hold the City liable for any expense due to delay or additional work because of conflicts arising from existing utilities. The Contractor shall do all trenching in accordance with the provisions and the directions of the Engineer as to the amount of trench left unfilled at any time. All excavation and backfilling shall be accomplished as indicated and in compliance with State Statutes. Where excavation for a pipe line is required in an existing City street, a street cut permit is required and control of traffic shall be as indicated in accordance with the Texas Manual on Uniform Traffic Control Devices. Wherever existing utility branch connections, sewers, drains, conduits, ducts, pipes or structures present obstructions to the grade and alignment of the pipe, they shall be permanently supported, removed, relocated or reconstructed by the Contractor through cooperation with the owner of the utility, structure or obstruction involved. In those instances where their relocation or reconstruction Is impractical, a deviation from line and grade will be ordered by the Engineer and the change shall be made in the manner directed. Adequate temporary support, protection and maintenance of all underground and surface utility structures, drains, sewers and other obstructions encountered in the progress of the work shall be furnished by the Contractor, at his expense and as approved by the Engineer. Where traffic must cross open trenches, the Contractor shall provide suitable bridges. For trenches less than 2 feet in width, sheet steel plates having a minimum thickness of 1/2 Inch shall be used. For trenches up to 4 feet in width, sheet steel plates having a minimum thickness of 3/4 inches shall be used. In all cases, the plates shall overlay the top of the trench a minimum of 18 inches on both sides and secured by asphalt Adequate provisions shall be made for the flow of sewers, drains and watercourses encountered during construction and any structures which may have been disturbed shall be satisfactorily restored upon completion of work When rainfall or runoff is occurring or is forecast by the U.S. Weather Service, the Contractor shall not perform or attempt any excavation or other earth moving work in or near the flood plain of any stream or watercourse or on slopes subject to erosion or runoff, unless given specific approval by the Engineer. When such conditions delay the work, an extension of time for working day contracts will be allowed in accordance with "General Conditions of Agreement'. . (2) Water Line/New Wastewater Line Separation Installation of new water or wastewater lines shall conform to the following: Where feasible, water and wastewater lines shall be no closer to each other than 9 feet between outside diameters in all directions and shall be in separate trenches. If the 9 foot separation cannot be achieved, any portion of a new gravity wastewater line within 9 feet in any direction (between OD's) of a potable water line, shall be in a separate trench and constructed of ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC In sizes 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches. If the lines are parallel, they shall not be closer than 4 feet horizontally or 2 feet vertically between OD's with the wastewater lower than the water line. If the lines cross, they may be no closer than 6 inches vertically between OD's with the sewer below the water line and one standard 20 foot length of ductile iron; AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA 0-905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches. Unless wastewater manholes and the connection to the sewer can be made completely watertight and tested for no leakage, they must be installed so as to provide a minimum of 9 feet of horizontal clearance from an existing or proposed water line. 510 08/26/93 Page 25 Pipe (3) Utility and Storm Sewer Crossings When the Contractor installs a pipe that crosses under a utility structure or storm sewer and the top of the pipe is within 18 inches of the bottom of the utility structure. the pipe shall be encased as specified in Item No. 505, "Concrete Encasement and Encasement Pipe ", for a distance of at least 1 foot on either side of the ditch line of the utility structure or the storm sewer. Unless otherwise specified by the Engineer, concrete encasement will not be required for ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SOR-25) 165 psi rated PVC in sizes larger than 12 inches. When the Contractor installs a pipe that crosses over a utility structure or storm sewer end the top of the utility structure or storm sewer is within 18 inches of the bottom of the pipe, the pipe shall be either ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch. or AWWA C- 905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches, unless otherwise specified by the Engineer. Where trenches wider than 12 inches cross under existing wastewater lines, the sewer lines shall be replaced with one 20 foot Joint of ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches, centered over the trench. (4) Trench Excavation Underground piped utilities shall be constructed in an open cut in accordance with Federal regulations, applicable State Statutes conforming to Item No. 509, 'Trench Safety Systems" and with a trench width and depth described below. When pipe Is to be constructed in fill above the natural ground, Contractor shall construct embankment to an elevation not less than one foot above the top of the pipe, after which trench Is excavated. Required vertical sides shall be sheeted and braced as indicated to maintain the sides of the required vertical excavation throughout the construction period. Adequacy of the design of sheeting and bracing shall be the responsibility of the Contractor's design professional. The Contractor shall be responsible for installation as indicated. After the pipe has been laid and the backfill placed and compacted to 12 inches above the top of the pipe, any sheeting, shonng and bracing required may be removed with special care to insure that the pipe is not disturbed. As each piece of sheeting is removed, the space left by Its removal must be thoroughly filled and compacted with suitable material and provisions made to prevent the sides of the trench from caving until the backfill has been completed. Any sheeting left in place will not be paid for and shall be considered subsidiary to the pipe item bid. (5) Trench Width Trenches for water and wastewater lines shall have a clear width on each side beyond the outside surfaces of the pipe bell or coupling of not less than 6 inches nor more than 12 inches. • Trenches for Storm Sewers up to 42 inches shall have a width of 1 foot on each side beyond the outside surfaces of the pipe. Pipes more than 42 inches shall have a trench width not to exceed 18 inches on each side beyond the outside surfaces of the pipe. If the trench width within the pipe zone exceeds this maximum, the entire pipe zone shall be refilled with approved backfill material, thoroughly compacted to a minimum of 95 percent of maximum density as determined by TXDOT Test Method Tex -114 -E and then re- excavated to the proper grade and dimensions. Excavation along curves and bends shall be so oriented that the trench and pipe are approximately centered on the centerline of the curve. using short lengths of pipe and /or bend fittings if necessary For all utilities to be constructed in fill above natural ground, the embankment shall first be constructed to an elevation not less than 1 foot above the top of the utility after which excavation for the utility shall be made. (6) Trench Depth and Depth of Cover All pipe and in -line appurtenances shall be laid to the grades indicated. The depth of cover shall be measured from the established finish grade, natural ground surface, subgrade for staged construction, street or other permanent surface to the top or uppermost projection of the pipe. • (a) Where not otherwise indicated, all water piping shall be laid to the following minimum depths: 1. Water piping installed in undisturbed ground in easements of undeveloped areas which are not within existing or planned streets, roads or other traffic areas shall be laid with at least 36 inches of cover. 2. Water piping installed in existing streets, roads or other traffic areas shall be laid with at least 48 inches of cover below finish grade. 3. Unless approved by the Engineer. installation of water piping in proposed new streets will not be permitted until paving and drainage plans have been approved and the roadway traffic areas excavated to the specified or 510 08/26/93 Page 26 Pipe 1 1 1 1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 standard paving subgrade, with all parkways and sidewalk areas graded according to any applicable provisions of the drainage plans or sloped upward from the curb line to the nght of way line at a minimum slope of 1f4 inch per foot. Piping and appurtenances installed in such proposed streets shall be laid with at least 36 inches of cover below the actual subgrade. (b) Where not otherwise indicated, all wastewater piping shall be laid to the following minimum depths: 1. Wastewater piping installed in natural ground In easements or other undeveloped areas which are not within existing or planned streets, roads or other traffic areas shall be laid with at least 42 inches of cover. 2. Wastewater piping installed in existing streets, roads or other traffic areas shall be laid with at least 66 inches of cover. 3. Wastewater piping installed in such proposed streets shall be laid with at least 48 inches of cover below the actual subgrade. (7) Classification of Excavation Excavation will not be considered or paid for as a separate item of work, so excavated material will not be classified as to type or measured as to quantity. Full payment for all excavation required for the construction shall be included in the various unit or lump sum contract prices for the various hems of work installed, complete in place. No extra compensation, special treatment or other consideration will be allowed due to rock, pavement, caving, sheeting and bracing, falling or rising water, working under and in the proximity of trees or any other handicaps to excavation. (8) Dewatering Excavation Underground piped utilities shall not be constructed or the pipe laid in the presence of water. All water shall be removed from the excavation prior to the pipe placing operation to Insure a dry firm granular bed on which to place the underground piped utilities and shall be maintained in such unwatered. condition until all concrete and mortar is set. Removal of water may be accomplished by bailing, pumping or by a well -point installation as conditions warrant. In the event that the excavation cannot be dewatered to the point where the pipe bedding is free of mud, a seal shall be used in the bottom of the excavation. Such seal shall consist of Class B concrete, conforming to Item No. 403, "Concrete for Structures ", with a minimum depth of 3 inches. (9) Trench Conditions Before attempting to lay pipe, all water, slush, debris, loose material, etc., encountered in the trench must be pumped or bailed out and the trench must be kept clean and dry while the pipe is laid and backfilled. Where needed, sump pits shall be dug adjoining the trench and pumped as necessary to keep the excavation dewatered. Backfiiling shall closely follow pipe laying so that no pipe is left exposed and unattended after initial assembly. All open ends, outlets or other openings in the pipe shall be protected from damage and shall be.properly plugged and blocked watertight to prevent the entrance of trench water, dirt, etc. The Interior of the pipeline shall at all times be kept clean, dry and unobstructed. Where the soil encountered at established footing grade is a quicksand, saturated or unstable material, the following procedure shall be used unless other methods are indicated. All unstable soils shall be removed to a depth of a minimum 2 feet below bottom of piped utility or as required to stabilize the trench foundation. Such excavation shall be carried out for the entire trench width. All unstable soil so removed shall be replaced with a concrete seal, foundation rock or coarse aggregate matenais placed across the entire trench width in uniform layers not to exceed 6 inches, loose measure and compacted by mechanical tamping or other means which shall provide a stable foundation for the utility. Forms, sheathing and bracing, pumping, additional excavation and backfill required in unstable trench conditions shall be subsidiary to pipe bid. (10) Blasting All blasting shall conform to the provisions of "General Conditions of Agreement ". (11) Removing Old Structures 510 08/26193 Page 27 Pipe When out of service masonry structures or foundations are encountered in the excavation, such obstructions shall be removed for the full width of the trench and to a depth of 1 foot below the bottom of the trench. When abandoned inlets or manholes are encountered and no plan provision is made for adjustment or connection to the new sewers, such manholes and inlets within the construction limits shall be removed completely to a depth 1 foot below the bottom of the trench. In each instance, the bottom of the trench shall be restored to grade by backfiltmg and compacting by the methods provided above. Where the trench cuts through storm or wastewater sewers which are known to be abandoned, these sewers shall be cut flush with the sides of the trench and blocked with a concrete plug in a manner satisfactory to the Engineer. When old structures are encountered, which are not visible from the existing surface and are still in service, they shall be protected and adjusted as required to the finished grade. (12) Lines and Grades Grades, lines and levels shall conform to Section No. 00341, "Grades, Lines and Levels ". Any damage to the above by the Contractor shall be re- established at the Contractor's expense. The location of the fines and grades indicated may be changed only by direction of the Engineer and it is understood that the Contractor will be paid on the basis of his unit contract prices bid for such work actually performed and shall make no claim for damages or loss of anticipated profits due to the change of location or grade. The Contractor shall fumish, at his expense, all necessary batter boards or electronic devices for controlling the work. Batter boards shall be of adequate size material and shall be supported substantially. The boards and all location stakes must•be protected from possible damage or change of location. The Contractor shall furnish good, sound twilled lines for use in achieving lines and grades and the necessary plummets and graduated poles. The Contractor shall submit to the Engineer at least 6 copies of any layout plans from the pipe manufacturer for review and approval. The Contractor shall submit the layout plans at least 30 days in advance of any actual construction of the project. The Engineer will forward all comments of the review to the Contractor for revision. Revisions shall be made and forwarded to the Engineer for his acceptance. Prior to commencement of the Project, reviewed layout plans will be sent to the Contractor marked for construction. Should the Contractor's procedures not produce a finished pipe placed to grade and alignment, the pipe shall be removed and relayed and the Contractors procedures modified to the satisfaction of the Engineer. No additional compensation shall be paid for the removal and relaying of pipe required above. (13) Surplus Excavated Materials Excess material or material which cannot be made suitable for use in embankments will be declared surplus by the Engineer and shall become the property of the Contractor to dispose of off site at a permitted fill site, without injury to the City or any individual. Such surplus material shall be removed from the work site promptly following the completion of the portion of the utility involved. (14) Pipe Bedding Envelope Pipe shall be installed in a continuous bedding envelope. The envelope shall extend for the full trench width to a depth of 6 inches below the pipe. The envelope shall rise to springline of stormwater pipe and to 12 inches above water and wastewater pipe. - The following requirements and limitations shall govern bedding material selection. The compatibility of the bedding envelope with the excavated and backfill materials shall be ensured to minimize particle migration into pea gravel and pipe bedding stone envelopes. Measures taken to minimize migration shall be subsidiary to the pipe unless specifically provided by the bid items for pipe with sand as an approved bedding material. Specific measures for other pipes shall be as agreed upon by change order unless otherwise provided by the contract. 510 08/26/93 Page 28 Pipe 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 (a) Standard Bedding Materials (b) Requirements & Limitations ' (1) Impervious cut -off walls of compacted clay or other approved methods shall be used to isolate sand beddings from pea gravel or stone beddings. (2) Pea gravel or pipe bedding stone shall be used in blasted trenches. (3) Crushed gravel or crushed stone shall not be used with polyethylene tubing or polyethylene film wrap. (4) Uncrushed gravel may be used with polyethylene film wrap in trenches up to 6 feet in depth and in deeper trenches where ample trench width, a tremie, or other conditions will allow controlled placement of the gravel without damaging the polyethylene wrap. (5) Sand, alone, shall not be used in watercourses, in trenches where groundwater is present, or in trenches with grades greater than 5 percent. (6) Pea gravel and pipe bedding stone, alone, shall not be used in trenches with soils prone to vibratory or hydraulic particle migration. Pea gravel or pipe bedding stone mixed with sand, stabilized backfill, fitter fabnc envelopment of the bedding materials, or other approved materials or means shall be used wherever non - cementatious, silty, or sandy soils as determined by the Engineer are encountered with plasticity indices less than 20. (7) Pea gravel and pipe bedding stone, alone, shall not be used in street right -of -way within 5 feet of subgrade elevation in trenches 3 feet or wider. (8) When pea gravel or pipe bedding stone is premixed with sand, a sufficient volume of sand shall be used to fill all voids within the bedding envelope. The mixture shall be mechanically compacted in place. (9) Sand bedding envelopes shall be compacted to a minimum of ninety percent (90 %) of the density as determined in accordance with test method ASTM D 698. 510 08/26/93 Page 29 Plpe PIPE BEDDING STONE USE / PIPE MATERIAL CEMENT STAB BKFILL SAND GRAVEL Uncrushed Gravel Crushed Gravel Crushed Stone WATER / WELDED STEEL X X WATER UP TO 15 INCH ID X X X X X WATER / ALL OTHERS LARGER THAN 15 INCH ID X X X X WASTEWATER / ALL UP TO 15 INCH ID X X X X X WASTEWATER / ALL LARGER THAN 15 INCH ID X X • X X STORMWATER /CONCRETE X X X X X STORMWATER / METAL X X X 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (a) Standard Bedding Materials (b) Requirements & Limitations ' (1) Impervious cut -off walls of compacted clay or other approved methods shall be used to isolate sand beddings from pea gravel or stone beddings. (2) Pea gravel or pipe bedding stone shall be used in blasted trenches. (3) Crushed gravel or crushed stone shall not be used with polyethylene tubing or polyethylene film wrap. (4) Uncrushed gravel may be used with polyethylene film wrap in trenches up to 6 feet in depth and in deeper trenches where ample trench width, a tremie, or other conditions will allow controlled placement of the gravel without damaging the polyethylene wrap. (5) Sand, alone, shall not be used in watercourses, in trenches where groundwater is present, or in trenches with grades greater than 5 percent. (6) Pea gravel and pipe bedding stone, alone, shall not be used in trenches with soils prone to vibratory or hydraulic particle migration. Pea gravel or pipe bedding stone mixed with sand, stabilized backfill, fitter fabnc envelopment of the bedding materials, or other approved materials or means shall be used wherever non - cementatious, silty, or sandy soils as determined by the Engineer are encountered with plasticity indices less than 20. (7) Pea gravel and pipe bedding stone, alone, shall not be used in street right -of -way within 5 feet of subgrade elevation in trenches 3 feet or wider. (8) When pea gravel or pipe bedding stone is premixed with sand, a sufficient volume of sand shall be used to fill all voids within the bedding envelope. The mixture shall be mechanically compacted in place. (9) Sand bedding envelopes shall be compacted to a minimum of ninety percent (90 %) of the density as determined in accordance with test method ASTM D 698. 510 08/26/93 Page 29 Plpe (15) Laying Pipe No pipe shall be installed in the trench until excavation has been completed, the bottom of the trench graded and the trench completed as indicated. Laying of corrugated metal pipes on the prepared foundation shall be started at the outlet end with the separate sections firmly joined together, with outside laps of circumferential joints pointing upstream and with longitudinal laps on the sides. Any metal in joints which is not protected by galvanizing shall be coated with a suitable asphaltum paint. Proper facilities shall be provided for hoisting and lowering the sections of pipe into the trench without damaging the pipe or disturbing the prepared foundation and the sides of the trench. Any pipe which is not in alignment or which shows any undue settlement after laying or is damaged, shall be taken up and relaid without extra compensation Multiple installations of corrugated pipe or arches shall be laid with the centerlines of individual barrels parallel. When not otherwise indicated, clear distances of 2 feet between outer surfaces of adjacent pipes shall be maintained. No debris shall remain In the drainways or drainage structures.. All backfill in streets and under structures will be tested by the City and must satisfy the specified density requirements conforming to Section 00344, 'Testing Laboratory Services" before final acceptance of or payment for the work. All recommendations of the manufacturer shall be carefully observed during handling and installation of each material. Unless otherwise indicated, all materials shall be delivered to the project by the manufacturer or agent and unloaded as directed by the Contractor. Each piece shall be placed facing the proper direction near to where rt will be installed. The interior of all pipe, fittings and other accessories shall be kept free from dirt and foreign matter at all times and stored in a manner that will protect them from damage. Stockpiled materials shall be stacked so as to minimize entrance of foreign matter. The interior of all pipeline components shall be clean, dry and unobstructed when installed. Piping materials shall not be skidded or rolled against other pipe, etc. and under no circumstances shall pipe, fittings or other accessories be dropped or jolted. During handling and placement, materials shall be carefully observed and inspected and any damaged, defective or unsound matenals shall be marked, rejected and removed from the job site. Minor damage shall be marked and repaired in a manner satisfactory to the Engineer. Joints which have been placed but not joined, backfilled, etc., shall be protected in a manner satisfactory to the Engineer. (16) Assembling of Pipe Angular spacing of all joints shall meet the manufacturer's recommendations for the pipe and accessories being used. Side outlets shall be rotated so that the operating stems of valves shall be vertical when the valves are installed. Pressure pipe shall be laid with bell ends facing the direction of pipe installation. Pipe end bells shall be placed upgrade for all wastewater lines. Orientation marks, when applicable, shall be in their proper position before pipe is seated. Before joining any pipe, all foreign matter, lumps, blisters, excess coal tar coating, oil or grease shall be removed from the ends of each pipe and the pipe ends shall then be wire brushed and wiped clean and dry. Pipe ends shall be kept clean until joints are made. Every precaution shall be taken to prevent foreign material from entering the pipe during installation. No debns, tools, clothing or other materials shall be placed in the pipe. ca nanarcrt Pace 30 Pipe (17) Joints (a) Mortar Pipe ends shall be clean, free of asphalt or other contaminants which will inhibit the bond of the mortar to the pipe. The pipe ends shall be moistened immediately prior to placing the mortar in the joint (b) Cold Applied Preformed Plastic Gaskets The pipe ends shall be clean and the joint material applied to the dry pipe. In cold weather, the joint material shall be heated to facilitate the seal of the joint. (c) 0 -Ring Just before making a joint the ends of the pipe shall be clean, dry, free of any foreign matter, lump blisters, excessive coal tar coating and grease or oil and shall be wire brushed. The gasket and the inside surface of the bell shall be lubricated with a light film of soft vegetable soap compound to facilitate assembly of the joint. The rubber gasket shall be stretched uniformly as it is placed in the spigot groove to insure a uniform volume of rubber around the circumference of the groove. The spigot shall be centered in the bell, the pipe pushed home uniformly and brought into true alignment. Bedding material shall be placed and tamped against pipe to secure the joint. (d) Push -on Joints Just before making a joint, the bell and spigot rings shall be clean and dry. The gasket and the inside surface of the bell shall be lubricated with a light film of soft vegetable soap compound (Flax Soap) to facilitate telescoping the joints. The rubber gasket if not factory installed shall be stretched uniformly as it is placed in the spigot groove to ins'iire a uniform volume of rubber around the circumference of the groove. The spigot shall be centered in the bell. the pipe pushed home and brought into true alignment. It shall be secured there with bedding material which is carefully tamped under and on each side of the pipe. Care should be taken to prevent dirt or foreign matter from entering the joint space. (e) Bolted Joints All flanged, mechanical or other bolted joints shall be joined with nuts and bolts and be coated as indicated above in Iran Pipe. (18) Pressure Plpe Laying (a) Grout for Concrete Steel Cylinder Pipe (CSC) and Welded Steel Pipe Aggregate, cement, etc., shall be as indicated in "Mortar' herein. Grout shall be poured into the recess between the bell and spigot on the outside of the pipe and contained by a joint wrapper ( "diaper') recommended by the pipe manufacturer. The wrapper shall have a minimum width of 7 inches for 30 inch and smaller and 9 inches for larger pipe, secured to the pipe by "Band Iron" steel straps. The grout shall be poured in one continuous operation in such manner that after shrinkage and curing the joint recess shall be completely filled. - Mortar for the inside recess shall be of the consistency of plaster. The inside recess between the bell and spigot shall be filled with mortar after the pipe joint on either side of the recess has been backfilled and well tamped wrth no less than one pipe joint installed ahead of the pipe forming the recess. The mortar shall completely fill the recess and shall be trowelled and packed into place and finished off smooth with the Inside of the pipe. The Contractor shall inspect the joint after the mortar has set and make repairs of any pockets, cracks or other defects caused by shrinkage to the satisfaction of the Engineer. The inside surface shall be cleared of any mortar droppings, cement, water, slurry, etc.. before they have become set and shall be cleared of any other foreign matter. The inside surface of the pipe shall be left clean and smooth Pipe shall be handled at all times with wide non abrasive slings, belts or other equipment designed to prevent damage to the coating and all such equipment shall be kept in such repair that its continued use is not injurious to the coating. The use of tongs, bare pinch -bars, chain slings, rope slings without canvas covers, canvas or composition belt slings with protruding nvets, pipe hooks without proper padding or any other handling equipment which the Engineer deems to be injurious to the coating shall not be permitted. The spacing of pipe supports required to handle the pipe shall be adequate to prevent cracking or damage to the cement mortar lining. (19) Placing Pipe in Tunnels 510 08126/93 Page 31 Pipe Piping installed as a carrier pipe in a tunnel, encasement pipe, etc., shall have uniform alignment, grade, bearing and conform to the reviewed shop drawings. All necessary casing spacers, bedding material, grout cradle or paving, bracing, blocking, etc, as stipulated by the Contract or as may be required to provide and maintain the required pipe alignment and grade, shall be provided by the Contractor at no cost except as provided by the Bid Items. This shall include casing spacers acceptable to the Owner attached to the carrier pipe in accordance with the manufacturer's recommendations. The insertion pushing forces shall not exceed the pipe manufacturer's recommendation. Such camer piping shall have flexible bolted or gasketed push -on joints or Concrete Steel Cylinder pipe installed as follows: (a) 21 Inch Pipe and Smaller Prior to placing the pipe in the tunnel, the inside joint recess at the bell shall be buttered with cement mortar. After the joint is engaged, the excess mortar shall be smoothed by pulling a tight fitting swab through the joint. Cement mortar protection shall then be placed in the normal manner to the exterior of the joint and allowed to harden sufficiently to avoid dislodgment during installation. If time is of the essence, a quick setting compound may be used. (b) 24 Inch Pipe end Larger Each length of pipe shall be pushed into the tunnel as single units. A flexible mastic sealer shall be applied to the exterior of the joint prior to joint engagement. The surfaces receiving the mastic sealer shall be cleaned and primed in accordance with the manufacturer's recommendation. Sufficient quantities of the mastic sealer shall be applied to assure complete protection of all steel in the joint area. The interior of the joint shall be filled with cement mortar in the normal manner after the pipe is in its final position within the tunnel. (20) Temporary Plpe Plugs, Caps, Bulkheads and Trench Caps Temporary plugs, caps or plywood bulkheads shall be installed to close all openings of the pipe and fittings when pipeline construction is not in progress. All temporary end plugs or caps shall be secured to the pipe as provided under Item No. 507, "Bulkheads ". Trench caps shall be reinforced Class D concrete as indicated. (21) Corrosion Control (a) Protective Covering Unless otherwise indicated, all flanges, nuts, bolts, threaded outlets and all other iron or steel components buried and in contact with earth or backfill shall be wrapped with 6-mil (minimum) polyethylene film meeting ANSI /AWWA C -105 to provide a continuous wrap. (22) Pipe Anchorage, Support and Protection Pressure pipeline tees, plugs, caps and bends exceeding 22 1/2 degrees: other bends as directed shall be securely anchored by suitable concrete thrust blocking or by approved metal hamess. Unless otherwise indicated, on 24 inch or larger piping, all bends greater than 11 1/4 degrees shall be anchored as described herein. Storm sewers on steep grades shall be lugged as indicated. (a) Concrete Thrust Blocking Concrete for use as reaction or thrust blocking shall be Class B conforming to Item No. 403, "Concrete for Structures ". Concrete blocking shall be placed between solid ground and the fitting to be anchored. The area of bearing on the pipe and on the ground shall be as indicated or directed by the Engineer. The blocking shall, unless otherwise indicated, be so placed that the pipe, fittings and joints will be accessible for repair. The trench shall be excavated at least 6 inches outside the outermost projections of the pipe or appurtenance and the trench walls shaped or undercut according to the detail drawings or as required to provide adequate space and bearing area for the concrete. ern nN/7Fl01 Paae 32 Pipe The pipe and fittings shall be adequately weighted and laterally braced to prevent floating, shifting or straining of the pipeline while the concrete is being placed and taking initial set. The Contractor shall be solely responsible for the sufficiency of such restraints. (b) Metal Thrust Restraint Fabricated thrust restraint systems such as those described below may be approved for use instead of concrete blocking. To obtain approval, the project plans must include sufficient drawings, notes, schedules, etc., to assure that the proposed restraints as installed will be adequate to prevent undesirable movement of the piping components. Such restraint systems may only be used where and as specifically detailed and scheduled on approved project plans. 1. Thrust Hamess A metal thrust harness of tie rods, pipe clamps or lugs, turnbuckles, etc, may be approved. All carbon steel components of such systems, including nuts and washers, shall be hot -dip galvanized; all other members shall be cast ductile iron. After installation, the entire assembly shall be wrapped with 8 mil polyethylene film, overlapped and taped in place with duct tape to form a continuous protective wrap. The number, size and arrangement of rods, lugs, etc., shall be specifically detailed on the approved plans 2. Restrained Joints Piping or fitting systems utilizing integral mechanically restrained joints may be approved. All components of such systems shall be standard manufactured products fabricated from cast ductile iron, hot -dip galvanized steel, brass or other corrosion resistant materials and the entire assembly shall be protected with a continuous film wrap as described for 1. above. Location, configuration and description of such products shall be specifically detailed on the plans. (Add - on attachments such as retainer glands, all- thread rods, etc., are not acceptable.) (c) Concrete Encasement, Cradles, Caps and Seals When trench foundation is excessively wet or unstable or installation of water or wastewater pipe will result in less than 30 inches of cover, Contractor shall notify Engineer. Engineer may require Contractor to install a concrete seal, cradle, cap, encasement or other appropriate action. All concrete cap, etc., shall be continuous and begin and end within 6 inches of pipe joints. Concrete cap, cradle and encasement shall conform to City of Austin Standard No. 510 -1. The pipe shall be well secured to prevent shifting or flotation while the concrete is being placed. (d) Anchorage Bulkheads Concrete bulkheads keyed into the undisturbed earth shall be placed as indicated to support and anchor the pipe and /or backfill against end thrust, slippage on slopes, etc. Concrete material and placement shall be Class A, Item No. 403, "Concrete for Structures ". (e) Trench Caps, Concrete Rip -Rap and Shaped Retards Where called for by the Contract or as directed by the Engineer, concrete trench caps, concrete rip -rap and/or shaped retards shall be placed as detailed by the standard drawings as protection against erosion. Concrete material and placement shall be Class 8, Item No. 403, "Concrete for Structures ". (23) Wastewater Connections (a) Connections to Mains 12 Inches and Smaller All branch connections of new main lines shall be made by use of manholes. Service stubs shall be installed as indicated. Minimum grade shall be 1 percent and minimum cover shall be 4 1/2 feet at the curb. Standard plugs shall be installed in the dead end before backfilling. Where a service connection to a main 12 inches or smaller is indicated, a wye, tee or double wye shall be installed. 510 08/26/93 Page 33 Pipe Where a service connection to a main 15 inches or larger is indicated, a field tap may be made with the pipes installed crown to crown. The tap should be made conforming to the pipe manufacturer's recommendations with the Engineer's approval Where not otherwise indicated, service connections to mains shall be installed at an angle approximately 45 degrees above the horizontal. (b) Connections to the Existing System Unless otherwise specified by the Engineer, all connections made to existing mains shall be made at manholes with the crown of the inlet pipe installed at the same elevation as the crown of the existing pipe. Service stubs installed on the existing system shall be installed by use of tapping saddles unless otherwise approved by the Engineer. Extreme care shall be exercised to prevent material from depositing in the existing pipe as the taps are being made. When connections to existing mains are made, a temporary plug approved by the Engineer must be installed downstream in the manhole to prevent water and debris from entering the existing system before final acceptance. These plugs shall be removed after the castings are adjusted to finish grade or when final acceptance is given. (24) Water System Connections The Contractor shall, at his expense, make all necessary connections of new piping or accessories to the existing water system. To minimize any inconvenience from outages, the Contractor shall schedule all such connections in advance and such schedule must be approved by the Engineer before beginning any work. (a) Shutoffs The City will make all shutoffs on existing water mains. The Contractor shall be required to notify the Engineer's field representative on the job at least 72 hours prior to the desired time for any shutoff. The Engineer's field representative will notify any affected utility customers at least 24 hours prior to the shutoff. The Water Utility will make the shutoff after ensuring that all appropriate measures have been taken to protect the water system. customers and employees. The City will operate all valves to fill existing mains. Where a newly constructed main has not been placed in service and has only one connection to the public water supply. the contractor may operate one valve to fill the main after approval has been obtained from the Water Utility. The operation of the valve is to be conducted under the immediate supervision of the Engineer's field representative. (b) Wet Connections to Existing Water System The Contractor shall make all wet connections called for by the Contract or required to complete the work. A wet connection shall include draining and cutting into existing piping and connecting a new pipeline or other extension into the existing pressure piping, forming an addition to the water transmission and distribution network. The contract price for wet connections shall be full payment for all necessary shutoffs, excavation, removing plugs and fittings, pumping water to drain the lines, cutting in new fittings, blocking and anchoring piping, bedding and backfilling, placing the lines and service and all site cleanup. No water containing detectable amounts of chlorine may be drained, released or discharged until specific planning and appropriate preparations to handle, dilute and dispose of such chlorinated water are approved in advance by the City and the disposal operations will be witnessed by an authorized representative from the City. 510 08/26/93 Page 34 Pipe (c) Pressure Taps to Existing Water System The Contractor shall make all pressure taps called for by the Contract Documents or required to complete the work A pressure tap shall consist of connecting new piping to the existing water system by drilling into the existing pipe while it is carrying water under normal pressure without taking the existing piping out of service. Unless otherwise provided by the Contract, the Contractor shall, at his expense, perform all necessary excavation, fumish and install the tapping sleeve, valve and accessories, provide the tapping machine, drill the tap and shall block, anchor and back-fill the piping, valve and all accessories, place the new piping in service and perform all site cleanup. When the City makes the tap, City forces are not obligated or expected to perform any work except to provide tapping machine and drill the actual hole. If City crews are to make the tap, fiscal arrangements must be made in advance at the Taps Office, Waller Creek Center, 625 East 10th Street. If a private contractor makes the tap, a W -WW inspector must be present. "Size on size" taps will not be permitted, unless made by use of an approved hill circle gasket tapping sleeve Concrete blocking shall be placed behind and under all tap sleeves 24 hours prior to making the wet tap. (d) Service Connections Tapping of PVC or AC pipe for service connections may be made using either a service clamp or saddle or a tapping sleeve recommended by the manufacturer and approved as satisfactory by the Engineer. Direct tapping will not be permitted. All service connections shall be installed so that the outlet is at an angle of approximately 45 degrees above horizontal at the main line. Precautions should be taken to ensure that the tapping saddle or sleeve is placed on the pipe straight to prevent any binding or deformation of the PVC pipe. The mounting chain or U -bolt strap must be tight. Tapping shall be performed with a sharp shell type cutter so designed that it will smoothly penetrate heavy walled PVC DR14 and 200 psi AC and will retain and extract the coupon from the pipe. (25) Backfilling • (a) General Special emphasis is placed upon the need to obtain uniform density throughout the backfill material. The maximum lift of backfill shall be determined by the compaction equipment selected and in no case shall it exceed 18 inches, loose measurement. No heavy equipment, which might damage pipe, will be allowed over the pipe until sufficient cover has been placed and compacted. All internal pipe bracing installed or recommended by the manufacturer shall be kept in place until the pipe bedding and trench backfill have been completed over the braced pipe section. Testing of the completed backfll in streets and under and around structures shall meet the specified density requirements. Initial testing shall not be at Contractor's expense and shall conform to Section 00344, "Testing Laboratory Services." (b) General Corrugated Metal Pipe After the corrugated metal pipe structure has been completely assembled on the proper line and grade and headwalls constructed where indicated; selected material free from rocks over 8 inches in size from excavation or borrow, as approved by the Engineer, shall be placed along both sides of the completed structures equally, in uniform layers not exceeding 6 inches in depth (loose measurement), sprinkled if required and thoroughly compacted between adjacent structures and between the structures and the sides of the trench. BackfiII material shall be compacted to the same densrty requirements as indicated for the adjoining sections of embankment in accordance with the governing specifications thereof. Above the 314 point of the structure, the fill shall be placed uniformly on each side of the pipe In layers not to exceed 12 inches, loose measure. Prior to adding each new layer of loose backliitl material, until a minimum of 12 inches of cover is obtained over the crown of the pipe, an inspection will be made of the inside periphery of the corrugated metal structure to determine if any floating, local or unequal deformation has occurred as a result of improper construction methods. 510 08126/93 Page 35 Pipe (c) Backfill Materials The Engineer may approve any of the following well graded materials: 1. Select trench material 2. Sand 3. Crushed rock cuttings 4. Rock cuttings 5. Foundation Rock 6. Blasted material with fines and rock 7. Cement stabilized material 8. Borrow Within the 100 year flood plain, sand will not be permitted for back The Engineer will approve the topsoil for areas to be seeded or sodded. (d) Backfill in Street Right of Way Placement of backfill under pavement structures and within 2 feet of any structures shall be compacted to the required density using any method, type and size of equipment which will give the required compaction without damaging the pipe or bedding. Placement of backlit] greater than 2 feet beyond structures in Right of Way shall be conform to (g) below. The depth of layers, prior to compaction, shall depend upon the type of sprinkling and compacting equipment used and the test results thereby obtained. Prior to and in conjunction with the compaction operation, each layer shall be brought to the moisture content necessary to obtain the required density and shall be kept level to insure uniform compaction over the entire layer. Testing for density shall be in accordance with Test Method Tex -114 -E and Test Method Tex - 115 -E. Each layer of backfill must provide the density as required herein. Swelling soils (soils with plasticity index of 20 or more) shall be sprinkled as required to provide not less than optimum moisture nor more than 2 percent over optimum moisture content and compacted to the extent necessary to provide not less than 95 percent nor more than 102 percent of the density as determined in accordance with Test Method Tex- 114 -E. Nonswelling soils (soils with plasticity index less than 20) shall be sprinkled as required and compacted to the extent necessary to provide not less than 95 percent of the density as determined in accordance with Test Method Tex - 114 -E. After each layer of backfill is complete, tests may be made by the Engineer. If the material fails to meet the density indicated, the course shall be reworked as necessary to obtain the indicated compaction and the compaction method shall be altered on subsequent work to obtain indicated density and conform to Section 00344, "Testing Laboratory Services ". At any time, the Engineer may order proof rolling to test the uniformity of compaction of the backfill layers. All irregularities, depressions, weak or soft spots which develop shall be corrected immediately by the Contractor. Should the backfill, due to any reason, lose the required stability, density or finish before the pavement structure is placed, it shall be recompacted and refinished at the sole expense of the Contractor. Excessive loss of moisture in the subgrade shall be prevented by sprinkling, sealing or covering with a subsequent backfill layer or granular material. Excessive loss of moisture shall be construed to exist when the subgrade soil moisture content is more than 4 percent below the optimum of compaction ratio density. Backfill shall be placed from the top of the bedding material to the existing grade, base course, subgrade or as indicated. The remainder of the street backfill shall be Flexible Base, Concrete or Hot Mix Asphalt Concrete as indicated or to replaced in kind to the surface removed to construct the pipe. (e) Backfill in County Street or State Highway Right of Way All work within the right of way shall meet the requirements of (d) above, as a minimum and shall meet the requirements of the permit issued by the County when their requirements are more stringent, Prior to the start of construction, the Contractor shall be responsible for contacting the appropriate TXOOT office or County Commissioner's Precinct Office and for coordinating his activities with the operating procedures in effect for utility cut permits and pavement repair under their jurisdiction. Approval for all completed work in the State or County right of way shall be obtained from the appropriate Official prior to final payment by the Owner. 510 08126193 Page 36 Pipe 1 ( . 1 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 1 (f) Backfill in Railroad Right of Way All work within the railroad right of way shall meet the requirements of (d) above, as a minimum and shall meet the requirements of the permit issued by the Railroad Owner when their requirements are more stringent Approval for all completed work in the railroad right of way shall be obtained from the Railroad prior to final acceptance. (g) Backfill in Easements Where not otherwise indicated, Contractor may select whatever methods and procedures may be necessary to restore entire work area to a safe, useful and geologically stable condition with a minimum density of 85 percent or a density superior to that prior to construction. In and near flood plain of all streams and watercourses, under or adjacent to utilities, structures, etc , all backfill shall be compacted to a density of not less than 95 percent conforming to TXDOT Test Method Tex - 114 -E, unless otherwise directed by Engineer. All soil areas disturbed by construction shall be covered with top soil and seeded conforming to Item No. 604, "Seeding for Erosion Control". All turf, drainways and drainage structures shall be constructed or replaced to their original condition or better. No debris shall remain in the drainways or drainage structures. (26) Quality Testing for Installed Pipe (a) Wastewater Pipe Acceptance Testing After construction is complete, Engineer will determine whether the pipeline is to be tested for infiltration. exfiltration or by the low pressure air test method. In addition. plastic pipe 18 inches and larger in diameter shall be deflection tested. Wastewater pipe installed in the City of Austin and its ETJ areas shall be tested for exfiltration or Infiltration as described below in " Exfiltration Test" and "Infiltration Test" or by acceptable low pressure air test, as descnbed below. At the conclusion of either test series. the work shall be further tested for pipeline settlement and also for deflection as described below. The Contractor shall be solely responsible for making proper repairs to those elements which do not pass these test requirements. (b) Exfiltration Test The pipeline shall be completely filled with water for its complete length or by sections as determined by the Engineer. If tested for its complete length, the maximum head at any point shall not exceed 25 feet unless otherwise indicated. If tested in sections, the manholes in the test section shall be completely filled with water. After the pipeline has been filled and allowed to stand for 24 hours. the amount of exfiltration shall be calculated. Any amount In excess of 200 gallons per inch of inside pipe diameter per mile per day shall be cause for rejection. For portions of lines located within the Edwards Aquifer Recharge Zone or within any recharge area or recharge feature within the Edwards Aquifer Transition Zone, the minimum head during testing shall not be less than 2 feet and the leakage rate shall not exceed 50 gallons per inch of inside pipe diameter per mile per day. This rate shall apply for the entire portion of the line extending up to the first manhole located outside the recharge zone, recharge area, or recharge features indicated on plans and shall also be applicable for any recharge areas or recharge features which may be identified during construction. For construction within the 25 year flood plain, the exfiltration rate shall not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the same minimum test head. (c) Infiltration Test When the pipe placed in easements is completed, the upper portion of the trench backfill shall be removed to a depth of not less than 18 inches below the finished surface and width equal to the original trench width The trench shall then be flooded with water until it is completely saturated and water stands in the ditch a minimum of 12 inches deep. In cases of steep terrain, earthen dikes shall be used to assure that water will stand over the trench. After it is apparent that the trench is completely saturated, the main shall then be inspected with closed - circuit television for Infiltration. Any section of the main or any service stub that indicates excessive infiltration shall be cause for rejection This procedure shall not be used for pipes installed in areas where the Plasticity Index (P.I.) of the surrounding material is 20 or higher or where the backfill material has a P.I of 20 or more. 510 08126/93 Page 37 Pipe For portions of lines located within the Edwards Aquifer Recharge Zone or within any recharge area or recharge feature within the Edwards Aquifer Transition Zone, the total infiltration as determined by water test, must be at a rate not greater than 50 gallons per inch of pipe diameter per mile of pipe per 24 hours at a minimum test head of two feet. This rate shall apply for the entire portion of the line extending up to the first manhole located outside the recharge zone, recharge area, or recharge features indicated on plans and shall also be applicable for any recharge areas or recharge features which may be identified dunng construction. For construction within the 25 year flood plain, the infiltration rate shall not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the same minimum test head. If the quantity of infiltration exceeds the maximum quantity specified, remedial action must be undertaken in order to reduce the infiltration to an amount within the limits specified. (d) Pipeline Sett lement Test During the infiltration test or after the exfiltration test, the pipe will be TV inspected for possible settlement. When air testing has been used, water shall be flowed into the pipe to permit meaningful observations. Any pipe settlement which causes excessive ponding of water in the pipe shall be cause for rejection. (e) Low Pressure Air Test of Plastic Gravity Flow Wastewater Lines (1) General Wastewater lines, at the discretion of the Engineer, shall be air tested between manholes. Backfilling to grade shall be completed before the test and all laterals and stubs shall be capped or plugged by the Contractor so as not to allow air losses which could cause an erroneous test result. Manholes shall be plugged so they are isolated from the pipe and cannot be included in the test. All plugs used to close the sewer for the air test shall be capable of resisting the internal pressures and must be securely braced. Place all air testing equipment above ground and allow no one to enter a manhole or trench where a plugged sewer is under pressure. Release all pressure before the plugs are removed. The testing equipment used must include a pressure relief device designed to relieve pressure in the sewer under test at 10 psi or less and must allow continuous monitoring of the test pressures in order to avoid excessive pressure. Use care to avoid the flooding of the air inlet by infiltrated ground water. (Inject the air at the upper plug if possible.) Use only qualified personnel to conduct the test. (2) Ground Water Since the presence of ground water will affect the test results, test holes shall be dug to the pipe zone at intervals of not more than 100 feet and the average height of ground water above the pipe (if any) shall be determined before starting the test. (3) Test Procedure The Engineer may, at any time, require a calibration check of the instrumentation used. Use a pressure gauge having minimum divisions of 0.10 psi and an accuracy of 0.0625 psi. (One ounce per square inch.) All air used shall pass through a single control panel. Clean the sewer to be tested and remove all debris where indicated. Wet the sewer prior to testing. The average back pressure of any groundwater shall be determined (0.433 psi) for each foot of average water depth (if any) above the sewer. Add air slowly to the section of sewer being tested until the internal air pressure is raised to 4.0 psig greater than the average back pressure of any ground water that may submerge the pipe. After the internal test pressure is reached, allow at least 2 minutes for the air temperature to stabilize, adding only the amount of air required to maintain pressure. After the temperature stabilization period, disconnect the air supply. Determine and record the time in seconds that is required for the internal air pressure to drop from 3.5 psig to 2 5 psig greater than the average back pressure of any ground water that may submerge the pipe. 510 08/26/93 Page 38 Pipe 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Compare the time recorded with the: specification time for the size and length of pipe as given in the following table' - TABLE FOR LOW PRESSURE AIR TESTING OF PLASTIC PIPE MINIMUM SPECIFIED TIME REQUIRED FOR 1.0 PSIG PRESSURE DROP FOR SIZE AND LENGTH OF PIPE INDICATED Pipe Diameter Specification Time (min:sec) for length shown (in.) 100ft 150ft 200ft 2505 300ft 350ft 400ft 450ft 4 3'46 3'46 3 46 3 46 3 46 3.46 3 46 3'46 6 5:40 5:40 5 5:40 5:40 5:40 5 6 8 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 10 9:26 9:26 9'26 9:53 11:52 13 51 15 49 17:48 12 11'20 11:20 11'24 14:15 17:05 19'56 22 47 25:38 15 14:10 14:10 17 22.15 26 31 35'36 40 18 17'00 19:13 25:38 32 03 38 4452 51:16 5T41 21 19:50 26:10 34:54 43 52 21 61:00 69:48 78 24 22:47 34:11 45:34 56:58 68 22 79'46 91:10 102 33 27 28.51 43:16 57:41 72:07 86 100:57 115:22 129 30 35 37 53:25 71:13 89'02 106'50 124:38 142:26 160:15 33 43 64:38 86:10 107:43 129.16 150:43 172:21 193:53 36 51:17 76:55 102'34 128 153.50 179:29 205:07 230'46 NOTES: 1. Specification times are as given in UNI -B-6 RECOMMENDED PRACTICE FOR LOW- PRESSURE TESTING OF INSTALLED PIPE - by Uni -Bell PVC Pipe Association, 2655 Villa Creek Dr.. Ste. 155. Dallas Texas 75234. 2. Pipe Sizes acceptable by City of Austin are as given on Qualified Products Lists (APL's) WW -227 and WW- 227A. Any drop in pressure. from 3.5 psig to 2.5 psig (adjusted for groundwater level), in a time less than that required by the above table shall be cause for rejection. When the line tested includes more than one size pipe, the minimum time shall be that given for the largest size pipe included. Test procedure for wastewater pipe located in the Edwards Aquifer Recharge Zone or identified recharge areas or recharge features within the Edwards Aquifer Transition Zone: Low - pressure air tests must conform to the procedure described in ASTM C -924 or other equivalent procedures. For safety reasons, air testing of pipe sections will be limited to line sizes of 36 inches inside diameter or less. Lines that are 36 inches or larger inside diameter may be air tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch to 2.5 pounds per square inch gauge during a joint test, regardless of pipe size, shall be twenty (20) seconds. For sections of pipe less than 36 -inch Inside diameter, the minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2 5 pounds per square inch gauge must be computed by the following equation: T = 0.0850 (D)(K)/(Q), where T = time for pressure to drop 1.0 pounds per square inch gauge in seconds, K = 0.000419(D)(L), but not less than 1.0 D = nominal inside diameter in inches; L = length of line of same pipe size in feet, and Q = rate of loss, assume 0.0015 cubic feet per minute per square foot (ft /min/ft sq) of internal surface area. Any drop in pressure, from 3 5 psig to 2.5 psig, in a time less than that required by the above formula shall be cause for rejection. When the line tested includes more than one size of pipe, the minimum time shall be that calculated for the largest size pipe included. 510 08/26/93 Page 39 Pipe Manholes must be tested separately and independently. All manholes must be hydrostatically tested with a maximum loss allowance of 0.025 gallon per foot diameter per foot of head per hour. When lines are air tested, manholes are to be tested separately by exfiltration or vacuum method (see Item 506, Manholes). (f) Deflection Test All non -rigid pipe for wastewater lines 18 inch size and larger located within the Edwards Aquifer Recharge Zone or within recharge areas or recharge features within the Edwards Aquifer Transition Zone Including any non -rigid pipe force mains shall be tested for in -place deflection with a pipe mandrel or rigid ball sized at 95% of the inside diameter of the pipe from manhole to manhole. The test must be conducted after the final backfill has been in place at least thirty (30) calendar days, and again 30 days pnor to expiration of the contractors warranty; . No pipe may exceed a deflection of 5.0 %. Contractor shall submit his proposed pipe mandrels or testing balls to the Engineer or his designated representative for concurrence prior to testing the line. Test(s) must be performed without mechanical pulling devices and must be witnessed by the Engineer or his designated representative. Any deficiencies noted shall be corrected by the Contractor and the test(s) shall be redone. (27) Pressure Pipe Hydrostatic Testing After the pipe has been installed and backfilled and all service laterals, fire hydrants and other appurtenances Installed and connected, a pressure test, followed by a leakage test, will be conducted by the City. The City will furnish the pump and gauges for the tests. The Contractor shall be present and shall furnish all necessary assistance for conducting the tests. The specified test pressures will be based on the elevation of the lowest point of the line or section under test. Before applying the specified test pressure, all air shall be expelled from the pipe. If permanent air vents are not located at all high points, the Contractor shall install corporation cocks at such points. All drain hydrant and fire hydrant leads, with the main 6 -inch gate valve open, the hydrant valve seats closed and nozzle caps open, shall be included in the test •(a) Pressure Test The entire project or each valved section shall be tested, at a pressure of 200 psi for a sufficient period (approximately 10 minutes) to discover all leaking or defective materials. Repairs shall be made by the Contractor to correct any leaking or defective materials. (b) Pressure Pipe Leakage Test A leakage test will follow the pressure test and be conducted on the entire project or each valved section. The leakage test shall be at 150 psi for at least 1 hour. (1) Allowable Leakage Leakage shall be defined as the quantity of water that must be supplied into any test section of pipe to maintain the specified leakage test pressure (see above, "Pressure Pipe Leakage Test") after the air in the pipeline has been expelled and the pipe has been filled with water. No pipe installation will be accepted if the leakage exceeds 25 gallons/24 hours /mile of pipe/inch nominal pipe diameter. ( 25 apd ) (in. - mi.) (2) Location and Correction of Leakage If such testing discloses leakage in excess of this specified allowable, the Contractor, at his expense, shall locate and correct all defects in the pipe line until the leakage is within the indicated allowance. All visible leakage in pipe shall also be corrected by Contractor at his own expense. 510 08/26/93 Page 40 Pipe 1 1 1 1 1 1 1 ( I 1 1 .1 1 1 1 1 1 1 (28) Service Charges for Testing No charge will be made to the Contractor for the Crty's test equipment, inspection, etc , when the test results show that leakage is within the indicated allowable limits For each test, either for leakage or for pressure, which fails to meet the indicated requirements, the Crty's flat charge of 550.00 for such tests will be charged to the Contractor and will be deducted from any funds due the Contractor. (29) Sterilization of Potable Water Lines The Contractor shall protect all piping materials from contamination during storage, handling and Installation Prior to'disinfection, the pipeline interior shall be clean, dry and unobstructed. Ali dirt, debris, gasket lubricant, etc , shall be washed from the line by swabbing with hypochlarite solution and/or flushing with clean water. The City, at its expense, will supply the test gauges and the concentrated disinfecting material and City personnel will supervise and direct the overall sterilization procedure. The Contractor, at his expense, shall provide all other equipment, supplies and the necessary labor to perform the sterilization under general supervision of the City. (a) Procedure and Dosage All valves shall be arranged to prevent the strong disinfecting dosage from flowing back into the existing water supply piping. The new pipeline shall then be completely filled with disinfecting solution by feeding the concentrated chlorine and approved water from the existing system uniformly into the new piping in such proportions that every part of the line has minimum concentration of 50 parts per million (50 ppm or 50 mg /liter) available chlorine. Unless otherwise indicated, all quantities called for herein refer to measurements by the testing procedures in the current edition of "Standard Methods ". The chlorine concentration of each step in the sterilization procedure shall be verified by chlorine residual determinations. This disinfecting solution shall be retained in the piping for at least 24 hours and all valves, hydrants, etc., shall be operated to disinfect all their parts. After this retention period, the water shall contain no less than 25 parts per million chlorine throughout the treated section of the pipeline. This heavily chlorinated water shall then be carefully flushed from the line until the chlorine concentration is no higher than the residual generally prevailing in the existing distribution system or approximately one part per million. Proper planning and appropriate preparations to handle, dilute and dispose of this strong chlonne solution without causing injury or damage to the public, the water system or the environment must be approved by the City before flushing of the line may begin and the flushing will be witnessed by an authorized representative of the City. (b) Bacteriological Testing After final flushing of the strong disinfecting solution, water samples from the line will be tested for bacteriological quality by the City and must be found free of cotiform organisms before the pipeline may be placed in service. One test sample will.be drawn from the end of the main and additional samples collected at intervals of not more than 1000 feet along the pipeline. _ The Contractor, at his expense, shall Install sufficient sampling taps at proper locations along the pipeline. Each sampling tap shall consist of a standard corporation cock installed in the line and extended with a copper tubing gooseneck assembly. After samples have been collected, the gooseneck assembly may be removed and retained for future use. Samples for bacteriological analysis will be collected only from suitable sampling taps in sterile bottles treated with sodium thiosulfate. Samples shall not be drawn from hoses, fire hydrants, etc. The City, at its expense, will furnish the sterile sample bottles and may, at its discretion, collect the test samples with City personnel. If the initial disinfection fails to produce acceptable sample tests, the disinfection procedure shall be repeated (without extra compensation) until satisfactory test results have been obtained before the piping may be placed in service. (30) Cleanup and Restoration It shall be the Contractor's responsibility to keep the construction site neat, clean and 6rderly at all times. Cleanup shall be vigorous and continuous to minimize traffic hazards or obstructions along the streets and to driveways Trenching, backfill, pavement repair (as necessary), and cleanup shall be coordinated as directed by the 510 08126/93 Page 41 Pipe City. The Engineer will regulate the amount of open ditch and may halt additional trenching if cleanup is not adequate to allow for orderly traffic flow and access. Materials at the site shall be stored in a neat and orderly manner so as not to obstruct pedestrian or vehicular traffic. All damaged material shall be removed from the construction site immediately and disposed of in a proper manner. All surplus excavated materials become the property of the Contractor for disposal at his expense. After trenching, the Contractor shall immediately remove all excavated materials unsuitable for or in excess of, backfill requirements. Immediately following the pipe laying work as it progresses, the Contractor shall backfill, grade and compact all excavations as provided elsewhere and shall immediately clean up and remove all unused soil, waste and debris and restore all surfaces and improvements to a condition equal or superior to that before construction began and to an appearance which complements the surroundings. The Contractor shall grade and dress the top 6 inches of earth surfaces with soil or other material similar and equal to the surrounding, fill and smooth any visible tracks or ruts, replace and re- establish all damaged or disturbed turf or other vegetation and otherwise make every effort to encourage the return of the entire surface and all improvements to a pleasant appearance and useful condition appropriate and complementary to the surroundings and equal or similar to that before construction began. Permanent pavement replacement. if necessary, shall begin immediately after all testing of each segment of piping is satisfactorily completed. 510.4 Measurement Pipe will be measured by the linear foot for the various types. sizes and classes. Parallel lines will be measured individually. Where a line ties into an existing system, the length of the new line will be measured from the visible end of the existing system at the completed joint. Unless otherwise indicated, the length of water and wastewater lines will be measured along pipe horizontal centerline stationing through fittings, valves, manholes, and other appurtenances. Unless otherwise provided, fitting sizes less than 16 -inch will be measured by the ton; 16 -inch and larger sizes will be subsidiary to the pipe. Stormwater pipe will be measured along the slope of the pipe. Where drainage pipe ties into inlets, headwalls, catch basins, manholes, junction boxes or other structures that length of pipe tying into the structure wall will be included for measurement but no other portion of the structure length or width will be so included. Pipe depth will be measured from the existing ground surface in easements and from existing ground surface or proposed street subgrade in the right -of -way, whichever is less, over the centerline of the pipe to the fiowline elevation. When pay items are provided for the other components of the system, measurement will be made as addressed hereunder. 510.5 Payment Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear foot for the various sizes of pipe, of the matenals and type indicated, unless unstable material is encountered or trench excavation and backfill is bid as a separate item. The concrete seal, foundation rock or coarse aggregate when used as directed in unstable material will be paid for at the unit price bid per cubic yard, which'shall be full payment for all excavation and removal of unsuitable material and fumishing, placing and compacting the foundation rock coarse aggregate or other approved matenal all complete in place. Excavation and backfill, when included as a separate pay item, will be measured by Pay Item No. 510 -E or F. Excavation and backfill, when included as pipe installation will not be measured as such but shall be included in the unit price bid for constructing pipe and measured as pipe complete in place including excavation and backfill. As established in the bid, pipe including excavation and backfill may be either (1) payment for any and all depths or (2) payment in 2 foot incremental depth. Payment for pipe excavation shall be included in the Bid to be measured and paid by any of the methods of measurement and payment methods indicated above or may be measured as "Structural Excavation and Backfill" as indicated. Payment will be full compensation, in accordance with the pay items set forth in the bid for excavating, furnishing, hauling and placing pipe including lugs and all incidental and subsidiary materials and work; preparing, shaping, dewatering and shoring of trenches; hauling, placing and preparing bedding; for connecting to new or existing systems or structrures; for hauling, moving, placing and compacting backfill materials and for all other incidentals necessary to complete the pipe installation as indicated. (1) Pipe Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear foot complete -in -place as designed and represented in the plans and other contract documents The bid price per linear foot of pipe shall 510 08/26/93 Page 42 Pipe 1 l 1 1 1 1 1 1 1 1 C 1 1 1 1 1 1 1 1 1 1 include all clearing, embankment, excavation, bedding materials, particle migration measures, fittings, field constructed Joints, collars, temporary plugs, pumping, caps or bulkheads, all necessary lugs, rods or braces, pipe coatings and protection, connections to existing systems, concrete blocking and thrust blocks, disposal of surplus excavated material, laying of pipe, backfilling, temporary pavement repairs and maintenance, cleanup and all other incidental components necessary to complete the work Payment will also represent compensation for removal and replacement of pavement, curb, drainage structures, driveways, sidewalks and any other improvements damaged or removed during construction Pipe shall be paid at the contract unit price for any and all depths or at two foot incremental depths in accordance with the selected method of Pay Item No 510 -A. Items listed above as subsidiary to the pipe will be paid individually only when provided by the bid. No. separate payment will be made for welded or hamessed joints required for thrust restraint which are scheduled, indicated, generally required for the pipe material used. or otherwise accepted as an industry standard. Steel cylinder concrete pipe and welded steel pipe fittings shall be subsidiary to the pipe pay item (2) Concrete Cradles and Seals When called for in the Bid, concrete cradles and seals will be paid for at the unit contract price bid per linear foot for the size of pipe specified, complete in place. (3) Concrete Retards When called for in the Bid, Concrete retards will be paid under Item No. 593, Concrete Retards." (4) Boring, Jacking and Tunneling When called for in the Bid, boring, jacking and tunneling will be paid under Item 501, "Jacking or Boring" or Item 502, "Tunneling ". (5) Wet Connections to Water Mains When called for in the bid, wet connections will be paid at the unit price bid per each, complete in place, according to the size of the main that is in service and shall be full compensation for all work required to make the connection and place the pipe in service. (8) Fittings Cast iron and ductile iron fittings of the class indicated, furnished in accordance with these specifications will be paid for at the unit price bid per ton, complete in place, according to scheduled weights for mechanical joint fittings furnished, including glands, bolts and gaskets, as published in the following standards: AWWA C -153 for all fittings 4 -inch through -16 inch sizes, regardless of whether AWWA C -110 or AWWA C -153 fittings are furnished or the type of end connections supplied. AWWA C -110 for all fittings larger than 16 inch size Steel cylinder concrete pipe fittings and welded steel pipe fittings will not be paid for separately. The Contractor shall include these in his bid for pipe. (7) Concrete Trench Cap and Encasement Where the distance between the top of the concrete encasement and the top of the trench cap is less than 36 inches, the concrete cap and encasement shall be poured as one unit and paid for under this bid item at the contract price bid per linear foot. When the distance above is greater than 36 inches or when the trench cap is placed separately, the trench cap shall be paid for as a separate item, per linear foot, complete in place. • (8) Cement-Stabilized Backfill Cement - stabilized backfill will be paid for at the unit price bid per linear foot and shall be full payment to the Contractor for furnishing and installing the required material, mixed. placed and cured complete in place. (9) Concrete Encasement When called for in the Bid, Concrete Pipe Encasement will be paid under Item No. 505, "Concrete Encasement and Encasement Pipe ". 510 08128193 Page 43 Pipe (10) Pressure Taps Pressure taps will be paid for at the unit price bid, complete in place, according to the size tap made and the size main tapped and shall be full payment for furnishing all necessary materials, making the tap, testing and placing the connection in service. (11) Trench Safety Systems When called for in Bid, Trench Safety Systems shall conform to Item No. 509. 'Trench Safety Systems". (12) In -Place Sliplining with or without In -Place Pipe Destruction /Replacement As called for in the corresponding bid items, pipe sliplining with or without in -place pipe destruction /replacement will be paid for at the contract price per linear foot for the specified liner and pipe size and type pipe, at all depths, complete in place. Installation of new services, or reconnection of existing services, to the liner will be paid for at the contract price per each for the specified size and type of service, at all depths, complete in place. (13) Cured Resin Pipe Lining When called for in the bid, cured resin pipe lining will be paid for per linear foot, for the size and type of pipe lined, at all depths, complete in place including all equipment set -ups, video inspection and cleaning of existing pipe. Installation of new services or reconnection of existing services to the relined pipe will be paid for per each, for the specified size and type of service, at all depths, complete in place. 510 08/26/93 Page 44 Pipe 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 End Payment. when included as a contract pay item, will be made under one of the following Pay Item No. 510 Pipe, • Dia. (all depths), including Excavation and Backlit' - per Linear Foot Pay Item No. 510-A: Pipe _ Dia. (_ to depths), including Excavation and Backfitl - per Linear Foot Pay Item No. 510 -6: In -Place Sliplining without In -Place Pipe Destruction/Replacement ( Dia. Pipe Lining _ in. Dia Existing Pipe) - per Linear Foot. Pay Item No. 510-C: In -Place Sliplining with Pipe Destruction/Replacement ( Dia Replacement Pipe in. Dia. Existing Pipe) - per Linear Foot. Pay Item No. 510 -D: Installing or Reconnecting Lateral Service to Relined or Replaced Pipe (_ Dia Service) in. Dia. _ Pipe - per Each Pay Item No. 510 -E: Pipe Excavation, Ft. Width - Per Linear Foot. Pay Item No. 510-F: Pipe Trench Backfitl, Ft. Width - per Linear Foot. Pay Item No. 510-G: Concrete Seal or Cradle Dia. Pipe - Per Linear Foot Pay Item No. 510 -H: Concrete Trench Cap Ft. Width - Per Linear Foot. Pay Item No. 510-1: Concrete Cap and Encasement, Dia. Pipe - Per Linear Foot. Pay Item No. 510-x: Cement Stabilized Backfitl, Dia. Pipe - per Linear Foot. Pay Item No. 510 -M: Foundation Rock - Per Cubic Yard. Pay Item No. 510-N: Cured Resin Pipe Lining (for _ Dia. Pipe) - per Linear Foot. Pay Item No. 510 -0: Coarse Aggregate - Per Cubic Yard. Pay Item No. 510-P: Installing or Reconnecting Lateral Service to Cured Resin Lined Pipe, Dia. _ Service (for _ Dia. Main) - per Each Pay Item No. 510-S: Trench Safety Systems - Per Linear Foot. Pay Item No. 510 -T: Pressure Taps, _ Dia. X _ Dia. - Per Each. Pay Item No. 510 -V: Wet Connections, _ Dia. x _ Dia. - Per Each. A' W' after the pay item indicates the use for water. A "WW" after the pay item indicates the use for wastewater. Ref: 102, 210, 403. 501, 502, 505, 507, 593, 601, 604 510 08/26/93 Page 45 Pipe 511.1 Description This item to consist of valves furnished and installed as indicated. Unless otherwise indicated, all valves 4 inches and larger shall be AWWA -type valves of suitable design and fully equipped for service buried in the earth, without need for further modification and shall be wrapped with 8 -mil polyethylene film with all edges and laps securely taped to provide a continuous wrap. Where not indicated, the Contractor may use valves with any type end -joint allowed for fittings of the pipe class being used. Unless otherwise indicated, all valve stems shall be adjusted to situate the operating nut not less than 30 inches nor more than 36 inches below the proposed ground or paving surface of the finished project. 511.2 Materials Contractor to submit descriptive information and evidence that materials and'equipment Contractor proposes for incorporation into work is of the kind and quality that satisfies the specified functions and quality. Becaus City of Austin water has a relatively high pH, bronze parts of valves shall not contain over 16% zinc. Throug previous investigation, testing and usage, certain types, brands and models of materials have established a record of prior approval and satisfactory service. Water and Wastewater Standard Products Lists form a par of these Specifications. Should Contractor elect to use any materials from these lists, they should be com- pletely and clearly identified when submitted. (1) Samples, Inspection and Testing Requirements: All tests and inspections called for by the applicable standards shall be performed by the manufacturer. Upon request, results of these tests shall be made available to the purchaser. (2) Other Requirements: Each submittal shall be accompanied by: Item No. 51 Water Vatvi Complete data covering the operator, including type and size, model number, etc., the manufacturer's name and address of his nearest service facility, the number of turns to fuly riper or close the valve, detailed instructions for calibrating the limit stops for open and closed positior and any other information which may be necessary to operate and maintain the operator. Complete dimensional data and installation instructions for the valve assembly as it is to be installed, including the operator. Complete replacement parts lists and drawings, identifying every part for both the valve and operator. 511.3 Valves (1) Iron -Body Gate Valves Unless otherwise indicated, Iron Body Gate Valves, 4' to 12 "— including Tapping Valves —shall conform to AWWA C509, "Resilient Seated Gate Valves for Water and Sewerage Systems'. Iron Body Gate Valves larger than 12" — including Tapping Valves —shall be double disc, parallel seat valves meeting the requirements of AWWA C500. (a) Stem Seals: All valves shall have approved 0-ring type stem seals. At least two 0- rings shall be in contact with the valve stem where it penetrates the valve body. 511 11/22/93 Page 1 Water Valv, (a) 511 11/22/93 (b) Operation: All valves shall have non- rising stems with a 2" square operating nut, or with a spoke type handwheel when so ordered, turning clockwise to close. (c) Gearing: Double disc gate valves in 16" and larger sizes shall be geared and, when necessary for proper bury depth and cover, shall be the horizontal bevel- geared type enclosed in a lubricated gear case. (d) Bypass: Unless otherwise indicated, 16 inch and larger gate valves shall be equipped with a bypass of the non -rising stem type which meets the same AWWA standard required for the main valve. (e) Valve Ends: Valve ends shall be push -on, flanged or mechanical joint, as indicated or approved. (f) (9) Tapping valves shall have inlet flanges conforming to MSS SP-60, with bol holes drilled per ANSI 816.1 Class 125; the outlet end shaft be constructed and drilled to allow the drilling machine adapter to be attached directly to the valve. Gear Case: All geared valves shall have enclosed gear cases of the extended type, attached to the valve bonnet in a manner that makes it possible to replace the stem seal without disassembly and without disturbing the gears, bearing or gear lubricant. Gear cases shall be designed and fabricated with an opening to atmosphere so that water leakage past the stem seal does not enter the gear case. Valve Body: Double disc gate valves in 16" and larger sizes installed in the horizontal position shall have bronze rollers, tracks, scrapers, etc. (2) Butterfly Valves: Unless otherwise indicated, all valves shall conform to the current "AWWA" Standard C -504, "Rubber- Seated Butterfly Valves ", Class 1508, except as modified or supplemented herein. Functional Requirements 1. Valves shall be the short body design and shall have flanged connections on both ends unless otherwise called for. 2. Valves shall be of such design that the valve discs will not vibrate or flutter when operated in a throttled position. Valve discs shall be secured to the shafts by means of keys or pins so arranged that the valve discs can be readily removed without damage thereto. All keys and pins used in securing valve discs to shafts shall be stainless steel or monel. Valve discs shall be stainless steel or ductile iron, ASTM A 536, Grade 65- 45-12; seating edge shall be stainless steel or other corrosion resistant material. 3. Valve shafts shall be constructed of wrought stainless steel or monel. The ends of the shaft shall be permanently marked to indicate the position of the disc on the shaft. 4. All buried valves shall have approved manufacturer's 0-ring type or split V type "Chevron" shaft seals. When 0-ring seals are used, there shall be at least two 0- rings in contact with the valve shaft where it penetrates the valve body. On 24 inch and larger valves, the seat shall be completely replaceable and /or adjustable with common hand tools without disassembling the valve from the pipeline. Rubber seats located on the valve disc shall be mechanically secured with stainless steel retainer rings and fasteners. Page 2 Water Valves 5. Unless otherwise indicated, valves shall be provided with manual operators with ver- tical sterns and 2 inches square operating nut turning clockwise to close and equipped with a valve disc position indicator. All keys or pins shall be stainless stee or monel. Buried valves shall have the valve stems extended or adjusted to locate the top of the operating nut approximately 30 inches to 36 inches below finish grade. 6. Unless otherwise indicated, motorized butterfly valves shall be equipped with 230/461 volt, 3 -phase reversing motor operators, extended as required to locate the center lir of the operator shaft approximately 4 feet to 4 feet, 6 inches above finish grade. Operators shall be equipped with cast iron or malleable iron manual override hand wheel with a valve position indicator, local push button controls, lighted status /positio indicator, torque and travel limit switches and all switches, relays and controls,(excel external power and signal wiring) necessary for both local and remote operation. (b) Performance Requirements 1. Unless otherwise indicated, valve operators shall be sized to seat, unseat, open and close the valve with 150 psi shutoff pressure differential across the disk and allow a flow velocity of 16 feet per second past the disc in either direction. 2. Motorized valve motors shall be capable of producing at least 140 percent of the torque required to operate the valves under conditions of maximum non -shock shuto pressure without exceeding a permissible temperature rise of 55 degrees Celsius ovr 40 degrees Celsius ambient; they shall have a duty rating of not less than 15 minute and shall be capable of operating the valve through 4 1/2 cycles against full unbalanced pressure without exceeding the permissible temperature rise. Motors shall be suitable for operating the valve under maximum differential pressure when voltage to motor terminals is 80 percent of nominal voltage. Motor bearings shall be permanently lubricated and sealed. (3) Brass (Bronze) Valves: Unless otherwise indicated, brass gate valves shall be those makes and models included in the Standard Product List (SPL WW -174). Brass globe valves by the same manufacturers will be acceptable when required. (4) Air - Vacuum Release Valves (a) Valves shall be combination air - release, air - vacuum units having small and large orifice units contained and operating within a single body or assembled unit. The small orifice system shall automatically release small volumes of air while the pipe is operating under normal conditions. The large air - vacuum orifice system shall automatical exhaust large volumes of air while the pipe is being filled and shall permit immediate re- entry of air while being drained. Valves shall be rated for at least 150 psi normal service pressure. (b) Material Requirements Valve exterior bodies and covers shall be cast iron. Internal bushings, hinge pins, float guide and retaining screws, pins, etc., shall be stainless. steel or bronze. Orifice seats shall be Buna -N rubber. 511 11/22/93 Page 3 Water Valy (5) 511 11/22/93 Fire Hydrants Floats shall be stainless steel, rated at 1000 psi. Unless otherwise indicated, these valves shall be as included in the Standard Products List (SPL WW -367 for water, WW -462 for wastewater force mains). All fire hydrants shall be Dry Barrel, Traffic Model (break- away), Post Type having Compression Type Main Valves (5 1/4" opening), closing with line pressure. Approved models are listed on QPL WW -3 of the Water and Wastewater Utility Standard Products List. a. Applicable Specifications - AWWA C -502 current: "AWWA Standard for Dry- Barrel Fire Hydrants". -NFPA 1963: "National (American) Standard Fire Hose Coupling Screw Thread" and City of Austin 4 inch Fire Hose Connection Standard (Available upon request from Standards Committee Secretary at 322 - 2806). - ANSI A -21.11 current: "American National Standard for Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings ". b. Functional Requirements Design Working Pressure shall be 150 psi (test pressure 300 psi). Inlet shall be side connection hub end for mechanical joint (ANSIA- 21.11- current). Shoe shall be rigidly designed to prevent breakage, with harnessing lugs for joint restraint. Lower Barrel shall be rigid to assure above ground break at traffic feature. Bury length of hydrant shall be four (4) feet minimum, five (5) feet maximum (hydrant lead pipe may be elbowed up from main using restrained joints; flanged joints in lead pipes are not allowed). Flange type connections between hydrant shoe, barrel sections and bonnet shall have mini- mum of 6 corrosion resistant bolts or 4 type 316 stainless steel bolts. Hydrant Main Valve shall be 5 1/4 inch I.D. Valve stem design shall meet requirements of AWWA C502, with Operating Nut turning clockwise to close. Operating Nut shall be pentagonal — 1 1/2 inch (point to flat) at base, and 1 7/16 inches at top — 1 inch minimum height. Seat ring shall be bronze (bronze to bronze threading), and shall be removable with light weight stem wrench: Valve mechanisms shall be flushed with each operation of valve; there shall be a minimum of two (2) drain ports. Traffic Feature shall have replaceable break -away ferrous metal stern coupling - held to stem by readily removable type 316 stainless steel fastenings. Break -away flange or frangible lugs shall be designed to assure above ground break. Break -away or frangible bolts will not be acceptable. Outlet Nozzles shall be located approximately 18 inches above ground. Each hydrant shall have two (2) 2 12 inch nozzles 180 degrees apart with National (American) Standard Fire Hose Coupling Screw Thread NFPA 1963 and one (1) 4 inch pumper nozzle with City of Austin standard thread - six (6) threads per inch "Higbee' cut, 4.8590 inch 0.D., 4.6425 inch root diameter. Nozzles shall be threaded or cam - locked, 0 -ring sealed, and shall have type 316 stainless steel locking devices. Nozzle caps and cap gaskets shall be furnished on the hydrant. The cap nut shall have the same configuration as the operating nut. Hydrants shall be Dry-Top Construction, factory lubricated oil or grease with the lubricant Page 4 Water Valves 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 plug readily accessible. The system shall be described for City approval. Hydrant shall have double 0-ring seals in a bronze stem sheath housing to assure separation of lubricant from water and shall have a weather cap or seal, or both, as approved by the Owner, to provide complete weather protection. c. Material Requirements All below ground bolts shall be corrosion resistant. The hydrant valve shall be Neoprene 90 duromter minimum. The seat ring, drain ring, operating nut and nozzles shall be bron - AWWA C -502 current, containing not over 16 percent zinc. Break -away stem coupling shall be or ferrous material: its retaining pins, bolts, nuts, etc. of type 316 stainless steel. Coatings shall be durable and applied to clean surfaces. Exterior surfaces above ground shall receive a bright silver coat of "Tiger" - Drylac (49/31110), or approved equal, appfier according to coating manufacturer's specifications. Other exposed ferrous metal shall receive asphalt based varnish, or approved equal, applied according to the coating manufacturer's specifications. (6) Pressure/Fbw Control Valves: All control valves to regulate pressure, flow, etc., in City lines sh be models listed in Water and Wastewater Standard Products List. ( Drain Valves: Drain valve materials and installation shall conform to City of Austin Standard Detail No. 511 -9 or 511 -17. 511.4 Construction Methods (1) Setting Valves, Drains and Air Releases Unless otherwise indicated, main line valves, drain valves and piping, air and vacuum release assemblies and other miscellaneous accessories shall be set and jointed in the manner describ for cleaning, laying, and jointing pipe. Unless otherwise indicated, valves shall be set in line with the radius point and the correspondir point of curvature or point of tangency of adjacent curbs or right of way lines. Valves shall be installed so that the tops of operating stems will be at the proper elevation required for the pipir at the location indicated above. Valve boxes and valve stem casings shall be firmly supported and maintained, centered and aligned plumb over the valve or operating stem, with the top of ti box or casing installed flush with the finished ground or pavement in existing streets, and instal with the top of the box or casing approximately 6 inches below the standard street subgrade in streets which are excavated for paving construction or where such excavation is scheduled or elsewhere as directed by the Engineer. Drainage branches or air blowoffs shall not be connected to any sanitary sewer or submerged ii any stream or be installed in any other manner that will permit back siphonage into the distribut system (see "Standard Detail Drawings"). Every drain line and every air release line shall have full sized independent gate valve flanged directly to the main. Flap- valves, shear gates, etc., w not be accepted. (2) Setting Fire Hydrants: Fire hydrants shall be located in a manner to provide accessibility and in such a manner that the possibility of damage from vehicles or injury to pedestrians will be minimized. Unless otherwise directed, the setting of any hydrant shall conform to the following: Hydrants between curb and sidewalk on public streets, shall be installed as shown on Standard 511 -17, with outermost point of large nozzle cap 6" to 18" behind back of curb. Where walk ab curb, and in other public areas or in commercial areas, dimension from gutter face of curb to 511 11/22/93 Page 5 Water Vah (3) outermost part of any nozzle cap shall be not less than 3 feet, nor more than 6 feet, except that no part of a hydrant or its nozzle caps shall be within 6 inches of any sidewalk. Any fire hydrant placed near a street corner shall be no less than 20 feet from the curb fine intersection. All hydrants shall stand plumb; those near curbs shall have the 4" nozzle facing the curb and perpendicular to it. The hydrant bury mark shall be located at ground or other finish grade; noz- zles of all new hydrants shall be approximately 18 inches above grade. Lower barrel length shall not exceed 5 feet. Barrel extensions are not permitted unless approved by the Engineer. Each hydrant shall be connected to the main by 6" ductile iron pipe; a 6 inch gate valve shall be in- stalled in the line for individual shutoff of each new hydrant. Below each hydrant, a drainage pit 2 feet in diameter and 2 feet deep shall be excavated and filled with compacted coarse gravel or broken stone mixed with coarse sand under and around the bowl of the hydrant, except where thrust blocking is situated and to a level 6 inches above the hydrant drain opening. No hydrant drainage pit shall be connected to a sanitary sewer. Cover drain gravel with fitter fabric to prevent blockage of voids in the gravel by migration of backfill material. The bowl of each hydrant shall be well braced against unexcavated earth at the end of the trench with concrete thrust blocking (taking care not to obstruct the hydrant drain holes) or it shall be tied to the pipe with approved metal harness rods and clamps. Hydrants shall be thoroughly cleaned of dirt or foreign matter before setting. Fire hydrants on mains under construction shall be securely wrapped with a poly wrap bag or envelope taped into place. When the mains are accepted and placed in service the bag shall be removed. Pressure Taps: Refer to Item No. 510.3(24), "Pipe". (4) Plugging Dead Ends: Standard plugs shall be inserted into the bells of all dead ends of pipes, tees or crosses and spigot ends shall be capped. All end plugs or caps shall be secured to the pipe conforming to Item No. 510.3 (22), "Pipe ". Protective Covering: Unless otherwise indicated, all flanges, nuts, bolts, threaded outlets and all other steel component shall be coal tar coated and shall be wrapped with 8 - mil (minimum) polyethylene film meeting ANSI /AWWA Specification C- 105 - current, with all edges and laps taped securely to provide a continuous and watertight wrap. (6) Valve Box, Casing and Cover. Stems of all buried valves shall be protected by valve box assemblies as shown on City of Austin Standard No. 511 -10. Valve box castings shall conform to ASTM A 48, Class 30B. Testing shall be verified by the manufacturer at the time of shipment. Each casting shall have cast upon it a distinct mark identifying the manufacturer and the country of origin. (7) Drain Valve Installations: Refer to City of Austin Standards. (8) Air Release Assemblies: Refer to City of Austin Standards. (9) Pressure/Flow Control Valves: Assemblies shall be installed as indicated. (5) (10) Connections to Existing System: Refer to Item No. 510, "Pipe" for connections to the existing system. (11) Shutoffs: Refer to Item No. 510, "Pipe" for shutoffs. 511.5 Measurement 511 11/22/93 Page 6 Water Valves 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 All types of valves will be measured per each. Fire hydrants and drain valves will be measured per each. Fire Hydrant and Drain Valve barrel extensions will be measured per vertical foot. Pressure /Flow control valve assemblies and both manual and automatic air release assemblies will be measured per each. 511.6 Payment Payment shall be full compensation in accordance with the pay item set in the bid, for excavation, furnishing. hauling and placing valves and barrel extensions including anchorage and all incidental and subsidiary materials and work; preparing, shaping, dewatering, shoring of trenches, bedding, placing and compacting backfill materials and for all other incidentals necessary to complete the installation, as indicated, complete in place. Payment for iron fittings and for wet connections are covered in Item No. 510.6, "Pipe ". END Ref: 510 Valves: Valves will be paid for at the unit price bid for the size and type valve installed, including valve stem casing and cover, excavation and backfill, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation. Fire Hydrants: Fire Hydrants installation shall be paid for at the unit price bid, including fittings, between the main line and the fire hydrant, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation; but shall not include pipe and valve betweer the main line and fire hydrant. Pressure/Flow Control Assemblies: Pressure control and flow control valve assemblies will be paid for at the unit price bid, including box or vault, setting, adjusting to grade, anchoring in place adjusting the control device to the required conditions, providing other appurtenances necessary for proper operation, and placing in operation. Drain Valve Assemblies: Drain valve installation shall be paid for at the unit price bid, including fittings between the main line and the drain valve, setting, adjusting to grade, anchoring in place, and other appurtenances necessary for proper operation; but shall not include pipe and valve between the main line and drain hydrant. Manual Air Release: Manual air release installations will be paid for at the unit price bid and shall include valves, fittings, pipe, tapping the main, box and cover, and other appurtenances necessary for proper operation. Automatic Air - Vacuum Valves: Automatic air - vacuum release assemblies will be paid for at the unit price bid and will include the main line tap or outlet, all pipe, valves, fittings, box or vault and cover, and other appurtenances necessary for proper operation. Payment, when included as a contract pay item, will be made under one of the following: Pay Item No. 511 - A: Valves, Type Dia. - Per Each. Pay Item No. 511 -13: Fire Hydrants - Per Each. Pay Item No. 511 -0: Pressure or Flow Control Valve Assemblies - Per Each. Pay Item No. 511 - Drain Valve Assemblies - Per Each. Pay Item No. 511 - Manual Air Release Assemblies, .Dia. - Per Each. Pay Item No. 511 -G: Automatic Combination Air and Vacuum Release Valve Assemblies. _ Dia. - Per Each. 511 11/22/93 Page 7 Water Valve 559.1 Description Item No. 559 Concrete Box Culverts This item to govern the materials used and the constructing, furnishing and placing of concrete box culverts and wing walls on a prepared grade at the location shown and in accordance with the details indicated. Unless otherwise indicated, the Contractor shall have the option of furnishing cast -in- place, precast (formed) or precast (machine made) box culverts. When cast -in -place box culverts are used, they shall conform to the details indicated and the requirements for Item No. 403, "Concrete for Structures" and Item No. 410, "Concrete Structures ". When precast box culverts are used under traffic, the design loads shall consist of the impact load, dead load and live load (HS 20 per AASATO Standard Specifications for Highway Bridges; design wheel load, 16 Kips) and to the requirements of ASTM C 789 and /or ASTM C 850. This item to also consist of any pumping, bailing, drainage and Item No. 509, "Trench Safety Systems" for trench walls, when indicated. • 559.2 Materials (1) Concrete Class A Concrete shall be used for cast - - place and precast (formed) box culverts conforming to the requirements of Item No. 403, "Concrete Structures" and Item No. 410, "Concrete for Structures ", except that Class M Concrete will be required for direct traffic boxes. Concrete for precast (machine made) boxes shall conform to ASTM C 789 or C 850 and shall have a minimum 28 day compressive strength of 5,000 psi. (2) Reinforcement Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". (3) Jointing Material Materials for jointing precast box culverts shall conform to Item No. 510, "Pipe ". (4) Membrane Curing Materials for membrane curing shall conform to Item No. 409, "Membrane Curing ". (5) Admixtures Admixtures shall conform to Item No. 405, "Concrete Admixtures ". 559 06/08/88 Page 1 Concrete Box Culverts 559.3 Fabrication Air entraining admixtures shall be added to the mixture to produce concrete with not less than 4 nor more than 7 percent air content by volume. (6) Granular Backfill Materials for Granular Backfill shall conform to Item No. 210, "Flexible Base ". (7) Foundation Rock Foundation Rock shall be well graded, course aggregate ranging in size from 2 to 8 inches and capped with 5/8 inch rock. Forms for precast (machine made) boxes shall be made of steel. Forms for precast (formed) boxes may be either wood or steel. Forms shall be mortar -tight and of sufficient strength to prevent bulging or misalignment of adjacent boxes. They shall be constructed to permit their removal without damage to the concrete. Offsets at form joints shall not exceed 1/8 inch. Forms shall be clean and free of extraneous matter when concrete is placed. Positive means of supporting steel cages in place throughout forming and concrete placement will be required and subject to the approval of the Engineer. Welding of reinforcing steel will be permitted only where shown on the plans. Welding shall be done by a qualified welder. Precast (machine made) boxes shall be cast by a process which will provide for uniform placement of the concrete in the forms and compaction by mechanical devices which will assure dense concrete. Concrete shall be mixed in a central batch plant or other approved batching facility from which the quality and uniformity of the concrete can be assured. Transit -mixed concrete will not be acceptable for use in precast (machine made) boxes. Curing of precast boxes made in a commercial plant shall be by any one or by a combination of the following methods which are compatible with the joint materials selected or as directed by the Engineer: (1) Steam Curing Boxes will be placed in a curing chamber, free from outside drafts and cured in a moist atmosphere maintained by the injection of steam for such time and temperature as necessary for proper curing. The curing chamber shall be constructed to allow full circulation of steam around the entire box. Steam outlets shall be positioned so that live steam is not applied directly to the concrete. (2) Water Curing Boxes may be water cured by covering with water saturated cotton 559 06/08/88 Page 2 Concrete Box Culverts (3) mats, polyethylene sheeting or polyethylene burlap blankets, by a system of perforated pipe or mechanical sprinklers, by porous hose or by other methods that will keep the boxes moist during the curing period. Water for curing shall conform to Item No. 403, "Concrete for Structures ". Membrane Curing Type 1 membrane curing compound may be used for interim curing or for complete curing. All surfaces shall be kept moist prior to the application of the curing compound and shall be damp when the compound is applied. When used for interim curing, the curing compound shall be applied to the outside surface of the box upon removal of forms. It shall also be applied to the inside surface or a suitable covering may be placed over the box opening to protect the inside of the box against rapid drying. When used for complete curing, curing compound shall be applied to the inside surface of the box when interim curing is applied or when handling strength has been attained, but not later than 24 hours after casting. Curing shall not be delayed longer than 1 hour after the concrete has been placed in the forms or more than 1/2 hour after removal of forms, unless interim curing is applied. Precast boxes made in a commercial plant shall be continuously cured for a period of 3 days after reaching handling strength or until the design strength has been attained. Curing may be interrupted for no more than 30 minutes for form•removal and no more than 4 hours for removal to a storage area and resumption of curing. All precast boxes shall be protected from freezing during the curing period. A curing day is a calendar day when the air temperature, taken in the shade away from artificial heat, is above 50 F for at least 19 hours or for colder days if satisfactory provisions are made to maintain the temperature at all surfaces of the concrete above 50 F for the entire 24 hours. Test cylinders shall be cured at the same time and in the same manner as the boxes. Not more than 4 lifting holes may be provided in each box to facilitate handling. They may be cast - in, cut into the fresh concrete after form removal or drilled and shall not be more than 2 inches in diameter or 2 inches square. Cutting or displacement of reinforcement will not be permitted. Spelled areas around the holes shall be repaired. Concrete boxes shall be given an ordinary finish conforming to Item No. 410, "Concrete Structures ". 559 06/08/88 Page 3 Concrete Box Culverts 559.4 Testing Precast boxes of either type, made in a plant, shall bear the following marking: The name or trademark of the manufacturer; The date of manufacture; When required, elsewhere herein, a match mark for proper installation; and if lifting holes are not provided, one end of each box section shall be clearly marked on the inside and outside walls to indicate the top and /or bottom as it will be installed. Marking shall be indented into the box or may be painted thereon with waterproof paint. Precast box culverts made in a commercial plant, shall have a minimum of 4 test cylinders for design strength made for each day's production run of each size and class of box culverts. Strength tests for each production run will be based on the average strength of 2 cylinders which may be tested anytime after completion of the specified curing period. When design strength is attained on the initial test, further tests on that run will not be required. Should the initial test fail to meet the design strength, a subsequent test shall be made at 28 days unless additional test cylinders were made during production of that run. Failure to attain design strength by the 28 day test will result in rejection of the run represented by the test. Tests for handling strength will be based on the average of 2 cylinders. These test cylinders are in addition to those required for design strength. Cylinders for compressive strength tests shall be made in accordance with SDHPT Test Method Tex - 707 -1. Testing of precast (formed) culvert sections or cast -in -place culverts shall conform to Item No. 403, "Concrete for Structures ". 559.5 Fabricating Tolerances Tolerances for precast boxes of either type shall conform to the following: The inside vertical and horizontal dimensions shall not vary from plan requirements more than + 1/2 inch. The horizontal or vertical plane at each end chnll no vary from being perpendicular to the top and bottom by more than 1/2 inch when measured diagonally between opposite interior corners of the end section. The sides of a section at each end shall not vary from being perpendicular to the top and bottom by more than 1/2 inch when measured diagonally between opposite interior corners of the end section. The thickness of walls and slabs shall not be less than that required by the plans, except that an occasional deficiency not greater than 1/4 inch will be acceptable. If proper jointing is not affected, thicknesses in excess of plan requirements are acceptable. 559 06/08/88 Page 4 Concrete Box Culverts 1 ( 1 1 1 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 1 The straightness of the tongue and groove at the mating surface shall not vary by more than 1/4 inch. Deviations from the above tolerances will be acceptable if the box sections can be fitted at the plant or job site and it is determined that an acceptable joint can be made. For this condition, an acceptable joint is: When 2 box sections are fitted together on a flat surface in proper alignment and in the position they will be installed, the longitudinal opening at any point shall not exceed 1 inch. Box sections accepted in this manner shall be match- marked for installation. 559.6 Defects and Repair Fine cracks or checks on the surface of the member which do not extend to the plane of the nearest reinforcement will not be cause for rejection unless they are numerous and extensive. Cracks which extend into the plane of the reinforcing steel, but are acceptable otherwise, shall be repaired in an approved manner. Small damaged or honeycombed areas which are purely surface in nature may be repaired. Excessive damage, honeycomb or cracking will be subject to structural review. Repairs shall be sound, properly finished and cured in conformance with the pertinent specifications. When fine cracks or - hairchecks on the surface indicate poor curing practices, further production of precast boxes shall be discontinued until corrections are made and proper curing provided. 559.7 Storage and Shipment Precast boxes shall be stored on level blocking in a manner acceptable to the Engineer. No load shall be placed upon them until design strength is reached and curing completed. Shipment of boxes may be made when the design strength and curing requirements have been met. 559.8 Construction Hethods Excavation and backfill shall conform to Item No. 401, "Structural Excavation and Backfill" and Item No. 510, "Pipe ", except where tunneling or jacking methods are required or indicated. Precast concrete boxes shall be bedded on a foundation of firm stable material accurately shaped to conform to their base. When indicated, special bedding materials shall be provided. Unless otherwise indicated, the Contractor may use any of the jointing materials, except rubber gaskets and shall conform to the jointing requirements in Item No. 510, "Pipe ". When precast boxes are used to form multiple barrel structures, they shall be placed in conformance with the details indicated. Materials to be used between barrels shall be as indicated. 559 06/08/88 Page 5 Concrete Box Culverts End Connections of precast boxes to cast -in -place boxes or to any required headwalls, vingvalls, riprap or other structures shall conform to the details indicated. Lifting holes shall be filled with mortar or concrete and cured to the satisfaction of the Engineer. 559.9 Measurement (1) Cast in Place Box Culverts The quantities of concrete of the various classifications which will constitute the completed and accepted "Box Culverts" in place will be measured by the cubic yard, based on the dimensions indicated. (2) Precast Concrete box culverts of each size and type shall be measured by the linear foot. The measurement will be made between the ends of the box along the central axis. For concrete boxes used in multiple barrel structures, the measured length will be the sum of the lengths of all barrels measured as described above. 559.10 Payment The unit price bid, per linear foot for the various sizes and types of precast "Concrete Box Culverts" or the unit price bid, per cubic yard for the various sizes and types of cast in place "Concrete Box Culverts" shall be full compensation for constructing, furnishing and transporting boxes; the preparation and shaping of bed; jointing of boxes; for connections to existing structures; concrete, reinforcing steel and all other items of material, labor, equipment, tools and incidentals necessary to complete the work in accordance with the plans and specifications, except excavation and backfill, which shall be in accordance with Item No. 401, "Structural and r compensation for h cutting theends plans, shall u be included in the unit bid price per linear foot, measured in accordance with "Measurement" above. Payment vill be made under one of the following: Item No. 559: Concrete Box Culverts, Ft. x Linear Foot. F t Per Item No. 559 -A: Concrete Box Culverts - Per Cubic Yard. Ref: 210, 401, 403, 405, 406, 409, 410, 509, 510 559 06/08/88 Page 6 Concrete Box Culverts t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 591.2 Materials 591.3 Construction Methods 591 Rev 09130/87 Item No. 591 Rlprap for Slope Protection 591.1 Description This item shall consist of excavation of all matenals encountered for placing riprap, disposal of excess material and backfllling around the completed nprap to the grade indicated. The work shall include all pumping and bailing, furnishing and placing riprap of rock or concrete in accordance with the details and 10 the dimensions indicated. (1) Rock Rock for riprap shall consist of field rock or rough, unhewn quairy rock as nearly uniform in section as is practicable. The rock shall be dense, resistant to the action of air and water and suitable in all respects for the purpose intended. (2) Broken Concrete The rock used for mortar riprap may consist of broken concrete removed under the contract or obtained from other approved sources. Broken concrete shall be as nearly uniform in section as practicable and of the sizes indicated below. (3) Concrete Cast in place concrete shall be Class A Concrete and shall conform to Item No. 403, "Concrete for Structures ". (4) Grout and Mortar Grout and mortar shall consist of 1 part Portland Cement and 3 parts sand, thoroughly mixed with water. Mortar shall have a consistency such that R can be easily handled and spread by trowel. Grout shall have a consistency such that it will flow into and completely fill all Joints. (5) Reinforcement Reinforcement shall conform to Item No. 406, "Reinforcing Steel ". (6) Joints Premolded expansion joint material shall conform to Item No. 408. "Concrete Joint Matenal ". (7) Tie Backs and Anchors Galvanized tie backs and anchors shall be as indicated. (8) Filter Fabric Filter Fabnc shall conform to Item No. 620, "Filter Fabric ". Pnor to commencing this work, all erosion control and tree protection measures required shall be in place and utilities located and protected as set forth in "General Conditions of Agreement': Construction equipment shall not be operated within the drip line of trees unless indicated. Construction materials shall not be placed under the canopies of trees. No excavation or embank- ment shall be placed within the drip line of trees until tree wells are constructed. Spalls and small stones used to fill open joints and voids in rock riprap shall be rocked and wedged to provide a tight fit. Unsuitable excavated matenals or excavation in excess of that needed for construction shall be known as "Waste" and shall become the property of the Contractor and it shall become his sole responsibility to dispose of this material off the limits of the right of way in an environmentally sound manner at a permitted disposal site. All blasting shall conform to "General Conditions of Agreement". In all cases, a Blasting Permit must be obtained in advance from the appropriate City agency. 591.4 Dry Rlprap Unless otherwise indicated, all rocks used in these types of nprap shall weigh between 50 and 150 pounds each and at least 60 percent of the rocks shall weigh more than 100 pounds each. The rocks shall be placed in a single layer with close joints. The upnght axis of the rocks shall make an angle of approximately 90 degrees with the embankment slope. The courses shall be Page 1 Rlprap for Slope Protection Unless otherwise indicated. expansion joints of the size and type indicated shall be provided at intervals not to exceed 40 feet and shall extend the full width and depth of the concrete. Marked joints shall be made 3 /e inch deep at 10 foot intervals. All joints shalt be perpendicular and at right angles to the forms unless otherwise indicated. Slopes and bottom of the trench for toe walls shall be compacted and the entire area sprinkled before the concrete is placed. Alter the concrete has been placed. consolidated and shaped to conform to the dimensions indicated and set sufficiently to avoid slumping the surface shall be finished with a wooden float to secure a reasonably smooth surface. Immediately following the finishing operation, the riprap shall be cured conforming to Item No. 410, "Concrete Structures ". Page 2 Riorao for Slooe Protection 1 placed from the bottom of the embankment upward. with the larger rocks being placed on the lower courses. Open joints shall be , 1 filled with spells. Rocks of greater dimension than the required nprap thickness shall be embedded in the embankment present a uniform finished lop surface such that the variation between tops of adjacent rocks shall not exceed 3 inches. Rock t that project more than the allowable amount in the finished work shall be replaced. embedded deeper or chipped Dry Riprap may have a toe wall 01 concrete with dimensions and reinforcement indicated. 591.5Mortared Rock Rlprap Rock for this purpose. as far as practicable, shall be selected as to size and shape in order to secure fairly large. flat- surfaced 1 rock which may be laid with a true and even surface and a minimum of voids. Fifty percent of the mass rock shall be broad flat rocks. weighing between 100 and 150 pounds each, placed with the flat surface uppermost and parallel to the slope. The largest rock shall be placed near the base of the slope The spaces between the larger rocks shall be filled with rocks of suitable size, leaving the surface smooth. reasonably tight and conforming to the contour required. In general, the rocks shall be placed with a degree of care that will insure for plane surfaces a minimum of venation from the true plane of not more than 3 inches in 4 feet. Warped and curved surfaces shall have the same general degree of accuracy as indicated for plane surfaces. Before placing mortar. the rocks shall be wetted thoroughly and as each of the larger rocks is placed, it shall be surrounded by fresh mortar and adjacent rocks shall be shoved into contact After the larger rocks are in place, all of the spaces or opening(s) between them shall be titled with mortar and the smaller rocks then placed by shoving them into position. forcing excess mortar to the surface and insuring that each rock is carefully and firmly embedded laterally. After the work has been completed as described above. all excess mortar forced up shall be spread uniformly to completely fill all surface voids. All surface joints then shall be pointed up roughly, either with flush joints or with shallow. smooth raked joints. 591.6 Concrete Riprap Concrete for riprap shall be placed as indicated or as established by the Engineer. Unless otherwise indicated. concrete riprap shall be reinforced using wire or bar reinforcement. 591 Rev 09130187 1 1 Concrete shall be Class A or as indicated and shall conform to Item No. 403, "Concrete for Structures ". When welded wire reinforcement is indicated, It shall be a minimum of 6 x 6 W1.4 x W1.4 with a minimum lap of 6 inches at all splices. At the edge of the nprap, the wire fabric shall not be less than 1 inch nor more than 3 inches from the edge of theme 1 concrete and shall have no wires projecting beyond the last member parallel to the edge of the concrete. 1 ( 1 When bar reinforcement is used. the sectional area of steel in each direction shall not be less than the sectional area of the wire fabric described above. The spacing of bar reinforcement shall not exceed 18 inches in each direction and the distance from the edge of concrete to the first parallel bar shall not exceed 6 inches Reinforcement shall be supported properly throughout the placement to maintain its position approximately equidistant from the top and bottom surface of the slab. 1 1 1 1 591.7 Pneumatically Placed Concrete Riprap, Type 1 and Type 11 Pneumatically placed concrete for riprap shall be placed as indicated or as established by the Engineer. Pneumatically placed concrete shall conform to Item No 404. "Pneumatically Placed Concrete ". Reinforcement shall conform to the details indicated and Item No. 406, "Reinforcing Steel ". Reinforcement shall be supported properly throughout placement of concrete. All sub - grade surfaces shall be moist when concrete is placed. . The surface shall be given a wood float finish or a gun finish as indicated. The strength and design of Pneumatically Placed Concrete Riprap shall be Type I or if indicated, Type II conforming to Item No. 404. Pneumatically Placed Concrete ". Immediately following the finishing operation, the riprap shall be cured conforming to Item No. 410, "Concrete Structures ". 1 1 1 1 591.8 Measurement Measurement of acceptable nprap will be made on the basis of the area in square yards indicated, complete in place or the volume of concrete placed in cubic yards, complete in place as indicated for the thickness specified Concrete toe walls will not be measured separately but shall be subsidiary to the nprap of the type with which it is placed. 591.9 Payment The riprap quantities, measured as provided above, will be paid for at the unit prices bid per square foot or per cubic yard as indicated for riprap of the various classifications shown, which price will be full compensation for furnishing, hauling and placing all materials, including toe walls, reinforcement and premolded expansion joint material and for all labor, tools, equipment and incidentals necessary to complete the work. Payment for excavation of toe wall trenches and for all necessary excavation below natural ground or bottom of excavated chan- nel will be included in the unit price bid for riprap. Payment for excavation required for shaping of slopes for nprap shall be included in the unit price bid for riprap, except that when the header banks upon which the nprap is to be placed are built by prior contract excavation for shaping of slopes. will be paid for conforming to Item No. 401, "Structural Excavation and Backlit) ". Payment will be made under one of the following: Pay Item Na 591.A: Dry Riprap — Per Square Yard. Pay Item No. 591.0: Mortared Rock Riprap — Fer Square Yard. Pay Item No. 591•F: Concrete Riprap, In. — Per Square Yard. Pay Item No. 5914: Concrete Riprap — Per Cubic Yard Pay Item No. 591•P: Pneumatically Placed Concrete Riprap. In.— Per Square Yard. End Ref: 401, 403, 404, 406, 408, 410, 620 591 Rev. 09/30/87 Page 3 Riprap for Slope Protection Item No. 601 Salvaging and Placing Topsoil 501.1 Description This nem shall consist of removing and salvaging clean, friable topsoil consisting of loam, sandy loam or clay loam free of roots and rocks larger than 2 inches and debris and placing where indicated. 601.2 Construction Methods The existing topsoil shall be removed from the area indicated, stockpiled in a windrow along the right of way or at designated locations or spread over an area that is ready for topsoil application in accordance with the plans or as directed by the Engineer Trash, wood. brush, stumps, rocks over 2 inches in size and other objectionable material encountered shall be removed and disposed of as directed by the Engineer prior to beginning of work required by this item. Grass and other herbaceous plant materials may remain. Large clumps shall be broken up. After the grading has been completed to the required alignment, grades and cross - sections and prior to the spreading of the salvaged topsoil, any clay or tight soil surfaces shall be scarified by plowing furrows approximately 4 inches deep along horizon- tal slope lines at 2 foot vertical intervals. The spreading of the salvaged topsoil shall be undertaken as soon as the grading has been completed The topsoil shall be spread so as to form a cover of uniform thickness indicated. After the topsoil has been placed and shaped, it shall be sprinkled and rolled to provide a suitable seed bed. 601.3 Measurement and Payment Salvaging and/or placing topsoil shall not be measured for payment, but shall be subsidiary to other items of work. End Page 1 04/17!66 601 602.1 Description 602.2 Materials (1) Placing Item No. 602 Sodding for Erosion Control This item shall consist of providing fertilizer and planting Bermuda Grass or other acceptable sod indicated, along or across such areas as are indicated and in accordance with specification requirements herein outlined. (1) Sod The sod shall consist of live, growing Bermuda Grass or other acceptable sod indicated secured from sources where the soil is fertile. St Augustine and Bermuda sod shall have a healthy, virile root system of dense. thickly matted roots throughout the sod of the sod for a minimum thickness of 1 inch. The thickness measure does not include grass. The sod shall be cut in rectangular pieces with its shortest side not less than 12 inches. The Contractor shall not use sod from areas where the grass is thinned out nor where the grass roots have been dried out by exposure to the air and sun to such an extent as to damage its ability to grow when transplanted. The sod shall be free from noxious weeds or other grasses and shall not contain any matter deleterious to its growth or which might affect its subsistence or hardiness when transplanted. Unless the area has been closely pastured, n shall be closely mowed and raked to remove all weeds and long standing stems. Sources from which sod is to be secured shall be approved by the Engineer /Architect. Care shall be taken at all times to retain the native soil of the roots of the sod during the process of excavating, hauling and planting. Sod material shall be kept moist from the time it is dug until planted. When so directed by the Engineer, the sod existing at the source shall be watered to the extent required prior to excavating (2) Fertilizer Fertilizer and the rate of application shall conform to Item No. 606, "Fertilizer ". (3) Mulch Straw mulch shall be oat, wheat or rice straw. Hay mulch may be substituted for straw mulch and shall be Prairie • Grass, Bermuda Grass or other hay approved by the Engineer. The hay shall be free of Johnson Grass or other • noxious weeds and foreign materials. It shall be kept in a dry condition and shall not be molded or rotted. (4) Water Water shall be clean and free of industrial wastes and other substances harmful to the growth of sod or to the area irrigated. 602.3 Planting Season All planting shall be done between April and November except as specifically authorized in wnting by the Engineer /Architect. 602.4 Construction Methods After the designated areas have been completed to the lines, grade and cross sections indicated, the surface shall be worked to a depth of not less than 4 inches with a disc, tiller or other equipment approved by the Engineer /Architect. Fertilizer nutrients shall be applied and tilled. Areas that become crusted shall be reworked to an acceptable condition before sodding. Sodding of the type specified shall conform to the requirements hereinafter described. The Contractor shall give continuous care to the sodded area until the sod is accepted. The sod shall be placed on the prepared surface with the edges in close contact and alternate courses staggered. In ditches the sod shall be placed with the longer dimension perpendicular to the flow of water in the ditch. On slopes. starting at the bottom of the slope, the sod shall be placed with the longer dimension parallel to the contours of the ground. The exposed edges of sod shall be buried flush with the adjacent soil. On slopes exceeding 3:1 or where the sod may be displaced. the sod shall be pegged with not less than 4 stakes per square yard with at least 1 stake for each piece of sod. Pegs shall be of wood lath or similar material, pointed and driven with the flat side against the slope, 6 inches into the ground. leaving approximately t/2 inch of the top above the ground. Page 1 04 17 86 602 (2) Watering Immediately after the area is sodded, it shall be watered with a minimum of 5 gallons of water per square yard or at 10 day intervals as needed and as directed by the Engineer /Architect. Water shall be applied at a minimum rate of 3 gallons per square yard as required or as directed by the Engineer until final acceptance by the City or until the grass uniformly reaches 2'h inches in height. Availability of water from Water and Waste Water Utility will be limited as stated under the Emergency Water Conser- vation Plan, Stages II, 111 and IV, City Ordinance No. 85- 0207 -B. effective May 1, 1985. The Ordinance provides for special permits, variances and compliance agreements to meet special watering requirements. For more information call the Water- Saver's Hotline. (3) Finishing 602.5 Block Sodding Where applicable. the shoulders. slopes and ditches shall be smoothed after planting has been completed and shaped to conform to the desired cross sections. Any excess dirt from planting operations shall be spread uniformly over adjacent areas or disposed of as directed by the Engineer so that the completed surfaces will present a neat appearance. All areas sodded shall be rolled, when sufficiently dry after the initial watering application. At locations indicated or where directed, sod blocks shall be carefully placed on the prepared areas. The fertilizer shall then be applied in accordance with the applicable provisions of Item No. 606, "Fertilizer" and thoroughly watered. When sufficiently dry, the sodded area shall be rolled or tamped to form a thoroughly compacted, solid mat. Any voids left in the block sodding shall be filled with additional sod and tamped. Surfaces of block sod which, in the opinion of the Engineer, may slide due to the height and Slope of the surface or nature of the soil, shall be pegged with wooden pegs driven through the sod blocks into firm earth suffi- ciently close to hold the block sod firmly in place. Edges along curbs and drives, walkways, etc., shall be carefully trimmed and maintained until accepted. 602.6 Mulch Sodding The sod source shall be disked in 2 directions cutting the sod thoroughly to a depth of not less than 4 inches. Sod material shall be excavated to a depth of not less than 4 inches or more than 10 inches, being careful to avoid having soil containing no grass roots. The disked sod may be windrowed or otherwise handled in a manner satisfactory to the Engineer /Architect. The material may be rejected if not kept in a moist condition. Prior to placing mulch sod, the slopes shall be scarified by plowing furrows 4 inches to 6 inches deep along horizontal slope lines at 2 foot intervals measured along the slope. Excavated material from the furrows shall not protrude more than 3 inches above the original surface of the cut. Fertilizer shall be distributed uniformly over the area in accordance with the applicable provisions of Item No. 606, "Fertilizer ". The sod shall then be dumped upon the prepared area and spread uniformly to the thickness indicated. Any section not true to lines and cross sections shall be remedied by the addition of sod material or by reshaping the material to meet the requirements of "Finishing ", above. After the sod material has been spread and shaped, it shall be compacted with a corrugated roller of the "Cultipacker" type. All rolling of slope areas shall be on the contour. 602.7 Measurement - Work and acceptable material for "Sodding for Erosion Control" will be measured by the square yard complete in place with a minimum of 95 percent growth with a 2' inch stand of grass. 602.8 Payment The work performed and materials furnished and measured as provided under "Measurement" will be paid for at the unit price bid for Bermuda Block Sodding ". "St. Augustine Block Sodding" or "Bermuda Mulch Sodding" as the case may be, which prices shall each be full compensation for completing the work including all water, rolling, pegging and fertilizer as indicated. Payment will be made under one of the following: Pay Item No. 602 -A: Bermuda Block Sodding — Per Square Yard. Pay Item No. 602 -0: St. Augustine Block Sodding — Per Square Yard. Pay Item No. 602 -C: Bermuda Mulch Sodding — Per Square Yard. End 602 04,17 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 604.1 Description This item shall consist of preparing a seed bed to the lines and grades indicated, sowing of seeds, fertilizing, mulching with straw, asphalt, cellulose fiber, wood fiber and other management practices along and across such areas as are indicated or as directed by the Engineer /Architect /Landscape Architect. 604.2 Materials (1) Seeds All seed must meet the requirements of the Texas Seed Law including the labeling requirements for showing pure live seed (PLS), name and type of seed. Seed furnished shall be of the previous season's crop and the date of analysis shown on each bag shall be within nine months of the time of delivery to the project. Each variety of seed shall be furnished and delivered in separate bags or containers. A sample of each variety of seed shall be furnished for analysis and testing when directed by the Engineer /Architect. The amount of seed planted per acre shall be of the type specified below. (2) Water Water shall be clean and free of industrial wastes and other substances harmful to the growth of grass or the area irrigated. (3) Top Soil Top soil shall conform to Item No. 130, "Borrow ". (4) Fertilizer (8) 604 Rev. 09/30187 Item No. 604 Seeding for Erosion Control Fertilizer shalt conform to Item No. 606, "Fertilizer ". The fertilizer used shall have an analysis of 15- 15 -15, homoge- neous 13 -13 -13 or the analysts indicated. (5) Straw Mulch Straw Mulch shall be oat, wheat or rice straw, Prairie Grass, Bermuda Grass, other straw or hay approved by the Engineer /Architect. The straw or hay shall be free of Johnson Grass or other noxious weeds and foreign materials. It shall be kept in a dry condition and shall not be molded or rotted. (6) Asphalt Emulsion Asphalt Emulsion shall be SS -1 or CSS -1 asphalt emulsion or as indicated and shall conform to Item No. 301, "As- phalt, Oils and Emulsions ". (7) Cellulose Fiber Mulch (Natural Wood) Cellulose Fiber Mulch shall be natural cellulose fiber mulch produced from grinding clean whole wood chips. The mulch shall be designed for use in conventional mechanical planting, hydraulic planting of seed or hydraulic mulch- ing of grass seed, either alone or with fertilizers and other additives. The mulch shall be such, that when applied, the material shall form a strong, moisture - retaining mat without the need of an asphalt binder. Wood Fiber Mulch (Newsprint) Wood Fiber Mulch shall be produced from ground newsprint with a labeled ash content not to exceed 7 percent. The mulch shall be designed for use in conventional mechanical planting, hydraulic planting of seed or hydraulic mulching of grass seed, either alone or with fertilizers and other additives. The mulch shall be such, that when ap- plied, the material shall form a strong, moisture - retaining mat without the need of an asphalt binder. 604.3 Construction Methods (1) Preparing Seed Bed After the designated areas have been rough graded to the lines, grades and typical sections indicated or as provided for in other items of this contract and any other soil area disturbed by the construction, a suitable seed bed shall be prepared. The seed bed shall consist of either 4 inches of approved topsoil or 4 inches of approved salvaged topsoil cultivated and rolled sufficiently to a state of good tilth which could prevent the seed from being covered too deep for optimum germination. The optimum depth for seeding shall be / inch. Water shall be applied as required to prepare the seed bed. Seeding shall be performed in accordance with the requirements hereinafter described. (2) Watering All watering shall comply with City Ordinances Broadcast and asphalt mulch seeded areas shall immediately be watered with a minimum of 5 gallons of water per square yard or as needed and in the manner and quantity as directed by the Engineer /Architect. Page 1 Seeding for Erosion Control Wafering applications shall constantly maintain the seed bed in a wet condition favorable for the growth of grasp Watering can be postponed immediately atter a rainfall on the site of / inch or greater, but shall be resumed bete( the soil dries out. Watering shall continue until the grass is uniformly 11/2 inches in height and accepted by the Owns. Hydraulic seeded areas shall be watered commencing atter the tackifier has dried with a minimum of 5 gallons of water per square yard or as needed to keep the seed bed in a wet condition favorable for the growth of grass. Watering can be postponed immediately after a rainfall on the site of Ih inch or greater, but shall be resumed before the soil dries out. Watering shall continue until the grass is uniformly 11/2 inches in height and accepted by Owner. Native grass seeded areas shall be watered commencing atter the tackifier has dried with a minimum of 5 gallons of water per square yard or as needed to keep the seed bed in a wet condition favorable for the growth of grass. Watering can be postponed immediately after a rainfall on the site of 1/2 inch or greater, but shall be resumed before the soil dries out. Watering shall continue until the grass is uniformly 11/2 inches in height and accepted by Owner. 604.4 Nonnative Seeding 604.5 Mulch (1) Method A — Broadcast Seeding The seed or seed mixture in the quantity specified shall be uniformly distributed over the prepared seed bed areas indicated or where directed. If the sowing of seed is by hand, rather than by mechanical methods, the seed shall be sown in two directions at nght angles to each other. If mechanical equipment is used. all varieties of seed. as well as fertilizer, may be distributed at the same time. provided that each component is uniformly applied at the specified rate. Atter planting, the planted area shall be rolled with a corrugated roller of the " Cultipacker" type. All rolling of the slope areas shall be on the contour. Seed Mixture and nate of Application for Broadcast Seeding: From September 15 to March 1, seeding shall be with a combination of unhulled Bermuda Grass at a rate of 2 pounds per 1000 square feet and winter rye at a rate of 7 pounds per 1000 square feet that has a PLS = 0.83. From March 1 10 September 15, seeding shall be with hulled Bermuda Grass at a rate of 2 pounds per 1000 square feet with a PLS = 0.83. Fertilizer shall be applied and shall conform to Item No. 606. "Fertilizer ". (2) Method B — Hydraulic Planting . The seed bed shall be prepared as specified above and hydraulic planting equipment, which is capable of placing z. materials in a single operation. shall be used. • March 1 to September 15 Hydraulic planting mixture and minimum rate of application per 1000 square feet: Hulled Bermuda Water Soluble Fiber Mulch Soil Seed (PLS = 0.83) Fertilizer Cellulose Wood , Tackilier ( September 15 to March 1 1 Ih 15 lbs. 45.9 lbs. 1.4 lbs. 57.4 Ibs. 15 Ibs. Add 7 pounds per 1000 square feet of winter rye with a PLS = 0.83 to above mixture. Fertilizer shall conform to Item No. 606, "Fertilizer ". Mulch — Asphalt Mulch The cultivated area or seed bed shall have a relatively smooth surface without ruts or tracks Water shall be applied 10 the seed bed until a minimum depth of 4 inches is uniformly moistened The water shall be applied in such a manner as not to erode the smooth surface. After the watering. when the surface of the seed bed has become sufficiently dry to permit planting, the seed mixture and fertilizer application specified above shall then be planted at the rate required and the application shall be unr form. 11 the sowing of seed is by hand, rather than mechanical methods, the seed shall be sown in two directions al right angles to each other. Seed and fertilizer may be distributed at the same time provided the specified uniform rate of application for bosh is obtained. When seed and fertilizer are to be distributed as a water slurry, the mixture shall be applied to the area to be seeded within 30 minutes after all components are placed in the equipment. Upon the completion of the sowing of the seed, the application of the asphalt emulsion shall follow as rapidly as possible Immediately prior to the application of the asphalt emulsion. the planted area shall be watered sufficiently to assure uniform moisture from the surface to a minimum of 4 inches in depth Application of the asphalt emulsion shall be al the rate of approximately 0.3 gallon per square yard. It shall be ap- plied to the area in such a manner that a complete film Is obtained and the finished surface shall be comparatively smooth. (2) Asphalt Coated Straw Mulch Straw mulch shall be spread uniformly over the area indicated or as designated by the Engineer /Architect at the rate of 2 to 21 tons of straw per acre. The actual rate of application will be designated by the Engineer /Architect. A mulching machine, approved by the Engineer /Architect, shall be equipped to inject asphalt emulsion matenal into the straw uniformly as it leaves the equipment at a rate of 0.0510 0.10 gallons of asphalt per square yard of mulched area. If the straw and asphalt emulsion are placed by hand, the rate of application for asphalt emulsion shall be approximately 0.15 gallons per square yard. (3) Shredded Brush Mulch Small brush or tree limbs, except Juniper, which have been shredded may be used for mulching Native Grass seeding. (4) Straw Mulch Straw mulch shall be spread uniformly over the area indicated or as designated by the Engineer /Architect at the rate of 2 to 2' tons of straw per acre. The actual rate of application will be designated by the Engineer /Architect. Straw may be hand or machine placed and adequately secured. (5) Fiber Mulch Cellulose and wood fiber mulch shall be spread uniformly over the area indicated or as designated by the En- gineer /Architect at the rate of 45 to 80 lbs. per 1000 square feet. 604.6 Native Grass Seeding The seed bed shall be prepared as specified above. The seed mixture and the rate of application shall be as follows: Alamo Switchgrass Lometa Indiangrass Premier Sideoats grama Green spangletop Buffalo Grass Bermuda Grass 0.1 Ibs/1000 sq. ft. 0.1 Ibs /1000 sq. ft. 0.2 Ibs /1000 sq. ft. 0.1 Ibs/1000 sq. ft. 0.2 Ibs/1000 sq. ft. 0.2 Ibs/1000 sq. ft. Total Seeding Rate 1.0 Ibs/1000 sq. ft. Species substitution as necessary due to availability shall be approved by the Engineer /Architect. Watering and fertilizer applica- tion shall follow procedures outlined above or as otherwise specified. Seed shall be applied by broadcast or drill method and shall be distributed evenly over the topsotled areas. Mulching shall imme- diately follow seed application. 604.7 Measurement Work and acceptable material tor "Seeding for Erosion Control" will be measured by the square yard or by the acre, complete in place, with a minimum of 95 percent coverage with no bare areas exceeding 16 square feet and a 11/2 inch stand of grass. Bare areas shall be reprepared and reseeded as required to develop an acceptable stand of grass. 604.8 Payment The work performed and materials furnished and measured will be paid for at the unit price bid for "Seeding for Erosion Control" of the method specified, "Asphalt Mulch ", "Asphalt Coated Straw Mulch" or "Shredded Brush Mulch ", as the case may be, which price shall be full compensation for furnishing all materials, including all topsoil, water, seed, tackifier, fertilizer or mulch and for performing all operations necessary to complete the work. All fertilizer will be measured and paid for conforming to Item No. 606, "Fertilizer ". Payment will be made under one of the following: Pay Item No. 604-A: Seeding for Erosion Control — Method • Mulch — Fer Square Yard. Pay Item No. 604 -B: Seeding for Erosion Control — Method Mulch — Per Acre. Pay Item No. 604 -M: Mulch — Per Square Yard. Pay hem No. 604 -N: Native Grass Seeding — Per Square Yard. End Ref: 130, 606 604 Rev. 09/30/87 Page 3 Seeding for Erosion Control 1 1 1 1 1 1 1 1 1 1 1 1 : 1 1 1 1 1 1 1 606.1 Description This item shall consist of providing and distributing fertilizer over such areas as indicated and in accordance with these specifications. 606.2 Materials AS fertilizer used shall be delivered in bags or containers clearly labeled showing the analysis. The fertilizer is subject to testing by the Stare Chemist in accordance with the Texas Fertilizer Law. A pelleted or granulated fertilizer shall be used with an analysis indicated below. The figures in the analysis represent the percent of nitrogen. phosphoric acid and potash nutrients, respectively. as determined by the methods of the Association of Official Agricultural Chemists. Fifty percent or greater of the Nitrogen re- quired shall be in the form of Nitrate Nitrogen (NO The remaining Nitrogen required may be in the form of Urea Nitrogen (CO(NH,),). In the event it is necessary to substitute a fertilizer of a different analysis, it shall be a pelleted or granulated fertilizer with a lower concentration. The total amount of nutrients furnished and applied per acre shall equal or exceed that specified for each nutrient 606.3 Construction Methods Peileted or granulated fertilizer shall be applied uniformly over the area specified to be fertilized and in the manner directed for the particular item of work. The fertilizer shall be dry and in good physical condition. Fertilizer that is powdered or caked will be rejected. Distribution of fertilizer for the particular item of work shall meet the approval oI the Engineer. Unless otherwise indicated, fertilizer shall be applied uniformly at the following rate: USE TYPE FERTILIZER APPLICATION Item No. 606 Fertilizer NEW CONSTRUCTION FERTILIZER ANALYSIS POUND PER ACRE NEW PLANTING MAINTENANCE Broadcast Seeding Any 400 15-15-15 15 -10 -5 Hydraulic Planting Water Soluble 653 15 -15 -15 15-10-5 Sodding Any 300 15 -15 -15 15-10-5 Trees Any — 16 -8 -0 15-15-15 Damaged Trees Any — 16 -8 -0 15-15-15 Shrubs and Plants Any — 16-8-0 15 -15 -15 Maintenance fertilizing shall be applied every 6 months after the new sod or grass is placed or until the work is accepted by the City. 606.4 Measurement Work and acceptable material for "Fertilizer" will be measured by (he ton of 2,000 pounds or by the 100 pounds as determined by approved scales or guaranteed weight of sacks shown by the manufacturer. 606.5 Payment The work performed and materials furnished and measured as provided under "Measurement" will be considered subsidiary to other items in the contract unless shown in the Bid as a Pay Item, in which case it will be paid for at the unit price bid for "Fertil- izer" of the analysis specified, which price shall be full compensation for furnishing all materials and performing all operations necessary to complete the work. Payment, when specified, will be made under one of the following: Pay Item No. 606 -A: Fertilizer — Per Ton. Pay Item No. 606 - B: Fertilizer — Per 100 Pounds. End Page 1 04/17,86 606 608.1 Description This item shall consist of digging, preparing plant holes, furnishing, transplanting, initial planting, maintenance of plantings, any replacement of trees, plants and ground cover which are damaged, diseased or otherwise in an unhealthy stale during the war- ranty period or as directed by the Engineer /Architect. Planting Season All planting shall be done between November 15 and March 15, except as otherwise indicated or as specifically permitted by written order of the Engineer /Architect. 1` 608.2 Materials Plant material shall be first class grade, true to name and of the size indicated. All plants shall be nursery grown unless otherwise indicated When the Engineer is furnished sufficient evidence that a specified plant cannot practically be obtained, the Engineer Architect may approve in wnting the use of collected native material. Plant material having any of the following features will be rejected: Item No. 608 Planting a. Undue abrasions of the bark. b. Dried root system. c. Dried top wood of deciduous plants or dried foliage of evergreens. d. Prematurely opened buds or with buds stripped off. e. Diseased or insect infested plants. f. Balled and burlapped plants which have dry, loose, broken anchor undersized balls which do not conform to sizes indicated. g Showing evidence of heating, molding or freezing. h. Plants in containers that are overgrown or roolbound. i. Plants with bench balls. j. Plant ball encased in plastic or other impervious material. (1) Standard Nomenclature Botanical names as specified in "Standardized Plant Names" by the American Joint Committee on Horticultural No- menclature or other referenced text including the "Manual of the Vascula Plants of Texas for Native Flora ". (2) Delivery Matenal shall not be delivered to the project until ordered in wnting by the Engineer /Architect and when so ordered. the Engineer shall be notified of a proposed delivery of plant material at least 24 hours prior to its arrival at the project. Each shipment shall be accompanied by an invoice showing the number, size and name of each of the several kinds of plant material included with each kind of plant adequately identified by tags. The entire plant shall be properly protected from sun and air damage from the time of digging until delivery on the project. Upon arrival, the Engineer Architect shall make an immediate inspection and shall accept for planting or heeling -in all plants comply. ing with these specifications and any plants rejected under the same shall be immediately removed from the projec: Unless plants are placed in' predug holes and planted as specified herein, they shall be heeled -in and inspectec again prior to planting. If delivered to predug planting holes, balled and burlapped plants shall be planted within 1 to hours depending upon the drying effect of the wind and sun. No bare rooted plants shall be placed in predug holes from the delivery truck unless actual planting occurs immediately after removal from its moist packing. (3) Receipt of Plants (4) Size No shipment of plant material shall be accepted, planted andror heeled -in by the Contractor until such material has been inspected and accepted by the Engineer /Architect. The Contractor shall assist the Engineer in the inspection o' material. The caliper for trees shall be taken 1 foot above original ground line and trees larger in size than indicated may be used with the approval of the Engineer /Architect, but such use shall not increase the contract price. Plant measure- ment for height shall be measured from the ground line to the top of the canopy. Plants having a spreading or sem • spreading habit shall be measured by the average diameter of the spread. Size of special plant classes like roses vines and groundcovers, will be measured as indicated. Container -grown plants which are well established in ade- quate size containers and are of equal quality and size to the specified balled plants may be accepted in lieu c balted plants; likewise, balled plants of equal quality and size may be substituted for container-grown plants when permitted by the Engineer Architect. Soil shall be approximately 3/4 depth of container and contained roots of the plant throughout the soil. Page 1 04 17 86 606 (9) Stakes and Guys 608 04/17/86 Page 2 1 The ball size for a balled and burlapped plant shall be firm natural balls equal to or in excess of the ball sizes indi- cated. Collected plant material substituted for a nursery-grown plant shall have a ball or root system v. greater diameter and in depth than the nursery-grown plant for which tt is substituted. The ball size shall be the averane diameters taken al 90 degrees. f (5) Mulch Mulch material shall consist of loose organic residue derived from plants or other granular material approved by t Engineer /Architect and shall be of such nature that adequate protection is provided against sun baking and quick drying out of the soil; will not impede aeration or water penetration nor deplete the soil of nitrogen. Mulch mater shall be free of excess amounts of large leaves and sticks that would prevent proper dressing of the mulched s face, free of harmful chemicals and free of detrimental amounts of soil or other foreign matter that would prom early compaction, matting or deterioration of the mulch. Peat Moss shall be of sphagnum origin of commercial quality. (6) Fertilizer Fertilizer shall be applied uniformly conforming to Item No. 606. "Fertilizer" at the rate indicated. (7) Water . Water shall be clean and free of industrial wastes and other substances harmful to the growth of plants and the area irrigated. (8) Planting Soil Mixture Materials shall be a soil mixture of 14 fine sandy loam, '18 peat moss and Ve leaf mold. The sandy loam shall be tali from a well drained, arable site. II shall be free of subsoil. stones. clay. roots, weeds, grass or other objectiona debris, matter or toxic wastes. 1 Stakes shall be 2 x 2 x 18 inch sound hardwood or treated pine with tapered point and chamfered tops. Guys shall be 2 strand 12 ga. galvanized steel wire with' inch diameter reinforced plastic or rubber hose trunk bushing- n� yellow plastic flagging. t ( (10) Bracing Bracing shall be 2 x 4 inch hardwood or metal fence posts, 6 ft. long with guys and bushings. 1 (11) Pesticides Pesticides shall be selected for the species planted and applied in accordance with the manufacturer's recommil dations upon approval of the EngineerArchitect. (12) Trunk Wrapping Trunk wrapping shall be 4 inch wide commercial trees wrapping paper with asphalt core. 608.3 Construction Methods Immediately following delivery and acceptance at the job, all plants shall be planted or heeled -in in adequate moist material" plants heeled -in shall be properly maintained by the Contractor until planted. In handling plants, the utmost care shall be exer- cised to prevent injuries to the plants. The solidity of the bat or balled and burlapped plants shall be carefully preserved and s'^� plants shall not be handfed by the stems. Plants with exposed roots shall be protected from drying out during the time the plants are removed from the heeling -in bed and until actually planted. (1) Preparation of Planting Holes Planting holes may be dug by hand or by mechanical means. Trimming of the sides or bottom of the hole to unit shape will not be required. Planting holes shall have a minimum horizontal dimension of 2 times the specified dia ter of the ball or balled and burlapped plants or the average root spread of bare-rooted plants. Planting holes shal excavated to a depth of at least 4 inches but not more than 8 inches greater than the depth of the ball or bi nd burlapped plants or the depth of the root system of bare - rooted plants. Holes dug to excess depths shall %- filled with topsoil and tamped to bring the holes to the specified depth. The depth of holes on slopes shall b� .• sured at the lower side. Special sized holes shall be shown on plans. Where holes are dug with an augur and sides of the holes become plastered or glazed, this plastered or glazed surface shall be scarified. 1 1 Topsoil from the planting hole may be used for backti ling provided it is kept separate from subsoil and rendered loose and friable. Additional topsoil required to backfill the holes shall be furnished in the amount directed and from a source approved by the Engineer!Architect (2) Pruning Roots Root pruning shall be limited to the amount necessary to prune away broken and badly damaged roots. Pruning of Tops Plants shall not be pruned before delivery to the job. except by written permission of the Engineer/Architect. Pruning of plants shall conform to the best horticultural practice and shall be appropriate to the various types of plants and the special requirements of each. Deciduous (nonevergreen) shrubs and trees with heavy tops shall have about '/3 to 'h of the top growth removed. Plants otherwise acceptable, but with broken or badly bruised branches. shall have such branches removed with a clean cut. All cut surfaces over 1 inch in diameter shall be painted with a tree pruning compound (4) Planting and Backfilling (a) Depth of Transplanting In general, plants shall be installed and covered with top soil approximately 1 inch above the top of the root ball or container soil surface. (b) Bare Root Plants After the soil in the bottom of the hole has been firmed and the plant placed in the proper position, loose friable topsoil (or loam) shall be worked about the roots and thoroughly settled with water as the backfill is made. Care should be taken to avoid bruising or breaking the roots. No sticks, sods, clods or other material which would tend to form large air pockets in the soil shall be included in the backlit!. (3) (5) Balled and Burlapped Plants _ Plants of this type shall not be handled by the stems nor in such manner that the soil of the ball will be loosened. A saddle around the ball shall be used for lifting. The burlap shall not be removed from the ball. After the soil in the bottom of the hole has been firmed and the plant placed in the proper position, loose friable soil shall be worked about the ball until the hole is ?h full. The hole then shall be filled with water and the backfilling completed, working the soil and water well to prevent any air pockets. (d) Container -Grown Plants At the time of planting container -grown plants, the root ball and plant shall be removed from the container with a minimum damage to the root ball. If in the opinion of the Engineer Architect a sufficient amount of soil has fallen off or the ball has been broken to such an extent as to reduce the chances of the plant to grow, the plant will be rejected. Container -grown plants shall be acclimated to outside growing conditions. Container -grown plants shall be planted in the same manner as balled and burlapped plants. (e) Finishing Surface after Backfilling A basin. 8 to 10 inches deep. shall be formed by constructing a neat levee around the planting hole. The inside measurement of the basin shall be not less than the minimum specified diameter of the planting hole, unless indicated. On slopes. the soil on the lower side shall be graded in such a manner that an adequate basin will be provided. Material excavated from the planting holes which is unsuitable for back611ing may be used to form a basin around the plant. Excess excavated material may be scattered thinly and leveled off provided it is of such consistency and character that it can be readily scattered in an acceptable manner. In case the scattering of material will interfere with drainage. mowing or otherwise be detrimental, all such material shall be removed and disposed of as directed by the Engineer Architect (c) Bracing Trees All trees 11/4 inches and over in caliper shall be adequately braced immediately after the plants have settled. Unless otherwise indicated. trees 11/4 to 2 inches in diameter shall be braced with 1 brace of sawed lumber, 2 2 inches (nominal size), firmly fastened to the tree at a point 5 to 6 feet above ground or as directed by the Engineer Architect. Fastening shall not be by nails, staples. wire or other materials that may damage the tree. Braces shall be of suffi- cient length to provide bracing when firmly driven into the ground. The tree trunk shall be adequately padded with a section of flexible hose al the point of attachment with a figure 8 tie. Trees 2 inches to 4 inches in diameter shall be Page 3 04 17 86 608 End braced with wires at a height of 6 to 8 feet that are firmly attached to 3 equally spaced concentric stakes which are firmly driven into the ground. The trunk of the tree shall be adequately and securely padded with rubber at the point of attachment oI the wire to prevent damage. Wire shall be number 16 gauge galvanized. Trees larger than 4 inches in diameter shall be braced in accordance with notes on plans. The Contractor shall repair braces as often as required until acceptance of the project for "Plant Establishment ". (6) Tree Trunk Protection For protection of the tree trunk, all trees indicated to be protected shall be neatly and securely wrapped The tree wrapping is to begin at the base 01 the trunk and extend upward with a 50 percent overlap to the first major branch. Secure the tree wrapping paper at the top of wrap with soft twine or weatherproof type tape or any suitable method, approved by the Engineer /Architect. (7) Mulching All plants shall receive mulching to a minimum depth of 2 inches within the planting basin unless otherwise indicated. A small amount of soil shall be sprinkled on top of organic mulch to hold ft in place if directed by the Engineer/ Architect. If hay is used, the depth shall be 4 inches loose measurement. (8) Maintenance and Initial Plant Replacement The Contractor shall water the plants as often as necessary, cut the weeds and grass around the planted area including the plant basin and bracing, prune the plants, treat the plants in accordance with approved methods of horticultural practice where insects or disease affect the plants after planting and repair or replace the bracing as may be required or as ordered by the Engineer /Architect until the planting project has been accepted for "Plant Establishment ". If the Contractor completes the initial planting prior to March 1, he will be required to replant all material found to be missing. damaged or dead during this time. This replanting shall be done between March 1 and March 15 or as directed by the Engineer /Architect. In the event that the planting project is not completed by March 15 and no further planting is permitted until the following "Planting Season ", the partial planting will be cared for as prescribed under "Plant Establishment ". 608.4 Plant Establishment "Plant Establishment" commences with notice of substantial completion and extends to the following November 15. For the work of "Plant Establishment ", all possible means shall be employed to preserve the plants in a healthy and vigorous growing condi- tion to irisure their successful establishment. Such work shall consist of watering the plants, cutting weeds and grass around the planted area including the plant basin and bracing, pruning the plants and repair or replacement of bracing as may be required or as ordered by the Engineer Architect. Where insects or disease affect the plants after planting, the plants shall be treated in accordance with approved methods of horticultural practices. Plants that die during the period of "Plant Establishment" shall be removed from the project and replaced during the prescnbed planting season. 608.5 Acceptability of Plants Between June 1 and June 10 following the initial planting and initial plant replacement, the Engineer /Architect will make an inspection of the project to determine the acceptability of the plant material. At this time, an inventory of missing, dead or rejected plant material will be made and the Contractor notified that the plants on the inventory are to be replanted the following planting season between November 15 and December 15 or as specifically permitted by the Engineer/Architect. Plant material for the replacement planting shall meet all the requirements specified for the original plant material and shall be planted in accordance with the planting instructions listed under "Construction Methods ", except that no further plant replacement will be required. Working days stated in the Contract shall apply to the initial construction period only and will not include the time necessary for replanting. A final inspection shall be made within 10 days after the replacement planting is completed. 608.6 Measurement Work and accepted material as prescribed for this item including "Plant Establishment" will be measured as each plant in place. 608.7 Payment • Work performed and accepted material as prescribed by this item, measured as provided under "Measurement", will be paid for at the unit price bid for each plant of the various plants specified in place, which price shall be full compensation for all items necessary to complete the work. Payment will be made under: Pay Item No. 608: Planting, — Per Each. 608 04 17:86 Page 4 610.1 Description This item shall consist of the proper care and treatment of all trees and other vegetation in the vicinity of any development activity. 610.2 Materials Item No. 610 Preservation of Trees and Other Vegetation (1) Protective Fencing Protective fencing refers to materials used to protect the root zones of trees. Three basic types of protective fencing materials are to be used as indicated. Type A and Type B are typical, and are to installed where damage potential is high. Type C is to be installed where damage potential is minimal. Type C fence materials is subject to approval by the City Arborist for Site Permit Projects, or the Engineer /Architect for City administered projects. It shall be replaced by Type A or Type B fencing if it fails to perform the necessary function. Type A Chain Link fence (Typical) Six -foot chain link fencing with tubular steel support poles. Type B Vood Fence (Typical) Any planking; 4x4 - inch for every fourth vertical support; 2x4 -inch for intermediate vertical supports and horizontal stringers. Type C Other Materials (Limited Application) The following materials will be permitted as alternates for limited application where tree damage potential is minimal (as determined by the City Arborist on Site Permit Projects, or the Engineer /Architect on City administered projects): (a) Mesh type field fencing with fluorescent surveyor's flagging. (b) High visibility plastic construction fencing. (c) Other approved equivalent restraining material. All of the above fencing materials are to be supported with steel T- stakes. 610 04/13/89 Page 1 Preservation of Trees and Other Vegetation (2) Trunk Protection Any 2 x 4 -inch or 2 x 6 -inch planking; plastic strapping. (3) Tree Dressing Any asphaltic tree wound paint. (4) Dry Yells Native stone, railroad ties or equivalent timber with PVC aeration systems in fill areas conforming to ASTM D -2729, SDR -35. (5) Paving Permeable segmented pavers in conjunction with PVC pipe aeration system or concrete on gravel base with cored holes. (6) Fertilizer Fertilizer shall conform to Item No. 606, "Fertilizer ". 610.3 Construction Methods (1) Protective Fencing All trees and shrubs in the proximity of the construction site are to be carefully checked for injuries prior to beginning any development activity. All individual trees, shrubs, and natural areas to be preserved are to be protected during construction with temporary fencing as indicated. Protective_ fences are to be installed prior to the start of any site preparation work (clearing, grubbing, or grading), and maintained in functioning condition throughout all phases of the construction project. Protective fence locations in close proximity to intersecting streets or drives shall adhere to the site distance criteria found in Section 1 of the Transportation Criteria Manual. Protective fences are to be constructed at the locations (typically the outer limits of the Critical Root Zone) and with materials indicated to prevent the following: (a) Soil compaction in the root zone area resulting from vehicular traffic or storage of equipment or materials. (b) Root suffocation- from excess fill or sedimentation accumulation (greater than four (4) inches). 610 04/13/89 Page 2 Preservation of Trees and Other Vegetation 1 1 1 1 1 1 1 1 1 1 f 1 1 1 1 1 1 1 1 1 1 (c) Feeder root loss due to minor grade lowering (two (2) to six (6) inches). (d) Structural and feeder root loss due to major grade lowering (more than six (6) inches) or trenching. (e) Wounds to exposed roots, trunks or limbs by mechanical equipment. (f) Other activities detrimental to trees such as chemical storage, cement truck cleaning, and fires. Exceptions to installing fences at the Critical Root Zone may be permitted in the following cases: (a) Where trees are close to a proposed building or other construction activity, erect the fence to allow the minimum necessary work space.betveen the fence and the'structure and apply organic mulch to a depth of four (4) to six (6) inches in the unprotected root zone area; (b) Where permeable paving is to be installed within a tree's Critical Root Zone, erect the fence at the outer limits of the permeable paving area prior to any site grading (no grading shall take place under permeable paving); (c) Where there are street -side pedestrian walkways, construct fences in a manner which does not obstruct safe passage; (d) Where there are severe space constraints due to tract size or other special requirements, contact the City Arborist on Site Permit projects or the Engineer /Architect for City Administered projects to discuss alternatives. Where any of the above exceptions result in a fence being closer than five (5) feet to a tree trunk, protect the trunk with strapped -on planking to a height of 8 feet (or to the limits of lower branching) in addition to the reduced fencing provided. (2) Repair of Damage Tree roots scarred by equipment will be cut cleanly and covered with top soil. When tree roots are pruned, a comparable portion of selected branches will be cut from the tree on the opposite side. Limb pruning will be made at the branch collar as indicated. All limbs greater than 1 inch in diameter must be precut to prevent splitting. All cut limbs shall be treated with an approved tree dressing. Tools are to be disinfected with alcohol or 5 ppm chlorine solution between trees to prevent transmitting diseases. 610 04/13/89 Page 3 Preservation of Trees and Other Vegetation All trees damaged during construction shall receive an application of fertilizer within the drip line conforming to Item No. 606, "Fertilizer" at the rate of 4 pounds per caliper inch. (3) Cutting and Filling Around Trees When an excavation or embankment is placed within the dripline of any tree greater than 8 inches in diameter, a dry well will be constructed to protect the tree as indicated, when the cut or fill exceeds 8 inches. (4) Paving Around Trees Where paving is necessary within the dripline of any tree greater than 6 inch diameter, a permeable pavement and. aeration system must be installed as indicated, except for street construction. (5) Tree Removal Any trees which are indicated for removal or which may interfere with the construction shall be removed subject to the approval of the Engineer. Trees over 19 inches in diameter, measured 4 1/2 feet above the existing ground, .shall require review by the City Arborist prior to removal in accordance with the Tree Ordinance. When a tree or shrub is determined to be removed, it shall be cut to a depth of 12 inches below the surrounding ground line. After removal, soil is to be placed in the hole to match the existing grade. After cutting the tree into pieces that can be managed, it will be removed from the site and disposed of. All work shall be conducted in such a manner as to protect all facilities, improvements and vegetation in the work area. All damage resulting from tree removal or pruning shall be repaired at the Contractor's expense. (6) Final Cleanup All temporary tree and shrub preservation measures shall be removed when the construction has been completed. 610.4 Measurement Tree and shrub trimming, fencing, drains, fertilization, etc., will not be measured for payment. Dry wells for tree protection will be measured by the units, complete in place, conforming to Item No. 623, "Dry Stack Rock Wall ". 610 04/13/89 Page 4 Preservation of Trees and Other Vegetation 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 610.5 Payment The work and materials prescribed herein will not be paid for directly, except the dry wells, but shall be considered subsidiary to other items unless payment is included as a contract pay item. Payment for dry wells will be made under: Pay Item No. 610T: Dry Stack Rock Wall (Tree Protection) - Per Each. END 610 04/13/89 Page 5 Preservation of Trees and Other Vegetation 1 1 39.1 Description This item shall consist of a temporary berm constructed of open graded rock installed at the toe of a slope on the perimeter of a developing area. The purpose Of a rock berm is to intercept sediment laden water from unprotected areas, retain the sediment and release the water in sheet flow. This item shall include removal of the "Rock Berm" and revegetation of the area. 639.2 Design Criteria A rock berm is constructed near the perimeter of a disturbed site within the developing area. A detailed design is not required for the installation of a rock berm; however, the following criteria shall be observed: Drainage area — less than 5 acres. Height — 18 inches minimum height, measured vertically from the top of the existing ground at the upslope toe to the top of the berm. Top width — 2 feel minimum. Side slopes — 2:1 or flatter. Grade — Berms will be built along a contour at 0 percent grade or as near possible. 639.3 Materials I Surplus rock excavated from utility trenches or from other excavations may be used for construction of these berms. In general. • stones shall be sound with a minimum of 3 inches in smallest dimension and shall weigh between 10 and 30 pounds each Seeding for revegetation shall conform to Item No. 604, "Seeding for Erosion Control ". 1 1 1 1 1 1 1 1 1 1 1 Item No. 639 Rock Berm Use only open - graded rock, with most of the fines removed. 639.4 Construction Methods All trees, brush, stumps, objectional material shall be removed and disposed of so as not to interfere with the construction of the berm. A trench shall be excavated to place the rock as indicated. The rocks shall be placed in layers with close joints starting at the base. Open joints shall be filled with spells as required to stabilize the berm. The rock berm shall be inspected after each rain and the stone shall be replaced when the structure ceases to function as intended due to silt accumulation among the rocks, washout, construction traffic damage, etc. When the site is completely stabilized, the berm will be removed and disposed of in an approved manner. The area will be revegetated as required by Item No. 604, "Seeding for Erosion Control ". The area upstream from the rock berm shall be maintained in a condition which will allow sediment to be removed following the . runoff of a rainfall event. Inspection. atter each rainfall of 1 inch or more. will be made by the Contractor, and when the silt reaches a depth equal to 'A the height of the berm or 1 foot, whichever is less, the Contractor will remove the accumulated silt and dispose of it at an approved site in a manner that will not contribute to additional siltation. The berm will be reshaped as needed during construction. The rock berm shall be left in place until all upstream areas are stabilized and then removed and the area revegetated. 639.5 Measurement Acceptable work performed and prescribed in this item will be measured by the linear foot along the centerline of top of berm. 639.6 Payment Work performed and material furnished to construct this item will be paid for at the unit price bid per Linear foot This work shall also include seeding. inspection, silt removal, rock replacement, removal of rock berm and reseeding. Payment will be made under: Pay Item No. 639: Rock Berm — Per Linear Foot. .nd Page 1 04.17.86 639 Item No. 640 Mortared Rock Wall 10.1 Description his item shall consist of furnishing stone, mortar and other related materials to construct walls, including the excavation, re. moval of any old structure encountered or portions thereof and disposal of surplus excavated material and backfilling around the completed Mortared Rock Walls as indicated or as directed by the Engineer. 640.2 Materials (1) Rock: All types used shall be durable white limestone suitable for horizontal coarse type construction. The size of roek to be used for construction shall be as indicated, but may vary as approved by the Engineer. (2) Portland Cement: ASTM C 150. Type I (3) Masonry Cement: ASTM C 91 (4) Sand: ASTM C 144, Natural (5) Water: Free from matter that could impair suitability for use in mortar (6) Hydrated Lime: ASTM C 207, Type S (7) Mortar: Mortar shall be composed of 1 part Portland Cement, 1 part hydrated lime and 6 parts sand, by volume and water. Mortar shall have a consistency such that it can be easily spread by trowel. An alternate mix com- posed of 1 part masonry cement and 3 parts sand may be used. Sand shall be measured damp and Loose. Materials shall be mixed mechanically for not less than 5 mihutes after all ingredients are in the mixer Mor- tar that has begun to set or that has been mixed for more than 2 hours shall not be used. 640.3 Construction Methods Stone shall be laid plumb, Level or true to a line. All stone shall be laid in a full bed of mortar with head joints and edge joints completely filled. The Lace shall be aligned or exposed as indicated. Extenor joints that will remain exposed shall be finished in a anner approved by the Engineer. In hot weather, stone work shall be kept moist until the mortar has set. No mortar work will be .me when the temperature is below 40 F in the shade and all work may be suspended during freezing or undesirable weather Spalls may be used in partially filling the large voids, provided they are keyed in properly and are well coated with mortar. All finished rock work shall be protected from damage. Chipped rock work that will remain exposed shall be satisfactorily repaired or replaced. Mortared rock walls shall consist of courses or layers of rock with the spaces between them filled with'mortar and shall be con- structed at such places as indicated or as designated by the Engineer. in accordance with these specifications and in conformity with the lines, grades, depth and other details shown on the pertinent typical sections. Excavation and concrete footings for mortared rock walls shall not be paid for directly. but shall be considered subsidiary to mortared rock wall construction. Prior to placing any material, the footings shall have been placed by the Contractor as part of this contract to the approved line and grade and allowed at least 36 hours curing time. The rock shall then be thoroughly wet and bedded in 1 inch of mortar placed on the footings, one against the other, with the resulting voids being completely filled with mortar. The finished surface shall be even and level. 640.4 Measurement Mortared rock wall will be measured by the square foot of the outside, vertical face of wall. No measurement will be made for concrete footing and shall be considered subsidiary to the rock wall construction. 640.5 Payment Mortared rock wall acceptably completed will be paid for at the contract unit price per square foot bid, which price shall be full compensation for furnishing all materials, excavation, backfill, for all forming, transporting, placing, finishing and for all equip- ment, tools, labor and incidentals necessary to place mortared rock wall on concrete footing as specified and indicated Payment will be made under: End Pay Item No. 640: Mortared Rock Wall — Per Square Foot. Page 1 0417 640 642.1 Description It No. 642 Silt Peace This item shall consist of providing and placing a filter fabric fence including maintenance of the faze, removal of accumulated silt and removal of the fence upon completion of the project. 642.2 Materials (1) Fabric (a) General: The filter fabric shall be of nonwoven polypropylene, polyethylene or polyamide thermoplastic fibers with non - ravelling edges. The fabric shall be nonbiodegradable, inert to most soil chemicals, ultraviolet resistant, unaffected by moisture or other weather conditions, and permeable to water while retaining sediment. The filter fabric shall be supplied in rolls a minims of 36 inches wide. (3) (b) Physical Requirements: The fabric shall meet the following requirements when sampled and tested in accordance with the methods indicated. Ultraviolet Resistance; ASIM D 1682 70 minimum Strength retention: (A) (2) Posts: Posts shall be painted or galvanized steel Tee or Y -posts with anchor plates, not less than 5 feet in length with a minims weight of 1.3 pounds per foot with a minimum Brinell Hardness of 143. Bangers shall be adequate to secure fence and fabric to posts. Posts and anchor plates shall conform to A5111 A 702. Wire Fence: Wire fence shall be welded wire fabric 2x4 -W1. 0xW1.0 and shall conform to rmi No. 406 REIMETRCTNG STEEL. 642.3 Construction Methods Physical Properties Method Recluiremnts Fabric Weight: (oz /sy) TEC -616 -J 4.5 minims Water Flow Rate: (gal sq. ft/ 1FX - 616 - J 40 modmm minute) Equivalent Opening Size: US (17-02215, US Army 40 to 100 Standard sieve. (number) Corps of Engineers, Mullen Burst Strength: (psi) ASfM D 3786 300 minims The silt fence fabric shall be securely attached to the posts and the wire Support fence with the bottom 12 inches of the filter material buried in a trench a minimum of 6 inches deep and 6 inches wide to prevent sediment from passing under the fence. When the silt fence is constructed on impervious material, a 12 inch flap of fabric shall be extended upstream from Item 642 05/01/90 Page 1 Silt Fence the bottom of the silt fence and weighted to limit particulate loss. No horizontal joints will be allowed in the filter fabric. Vertical joints shall be overlapped a minion of 12 inches with the ends sewn or otherwise securely tied. The silt fence shall be a minim m of 24 inches high. Posts shall be embedded a minimm of 12 inches in the ground, placed a mandumun of 8 feet apart and set on a slight angle toward the anticipated runoff source. Vhar directed by the Engineer, posts shall be set at specified intervals to support concentrated loads. The silt fence shall be repaired, replaced, and/or relocated when necessary or as directed by the Engineer. Accumulated silt shall be removed when it reaches a depth of 6 inches. 642.4 Measurement The work performed and the materials furnished under this item will be rewired by the linear foot of "Silt Fence ", complete in place. 642.5 Payment The work performed and materials furnished and measured as provided under "Measurement" will be paid for at the twit price bid per linear foot of "Silt Fence ". The price shall be full compensation for furnishing, hauling and placing all materials, labor, tools, equipment and incidentals necessary to complete the work including inspecting, repairing, replacing and relocating the farce, removal of silt and removal and disposal of all materials at the completion of construction in and revegetation of disturbed areas. Payment will be made under: Pay Item No. 642: Silt Fence for Erosion Control - Per Linear Foot. EN) Applicable References. Standard Specificaticns Manual: Item No. 406 Standards Manual: Standard Detail No. 642 -1 Ehviramental Manual: Section 1, Water Quality Managsrennt, 1.4.26 Silt Fence Item 642 05/01/90 Page 2 Silt Fence 1 � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 702.1 Description (1) Removing Fabric and Wire ftem No. 702 Removing and Relocating Existing Fences This item shall consist of removing, replacing or relocating existing fence. gates and hardware to location and typical details indicated or as directed by the Engineer. 702.2 Removing Existing Materials The existing boards. fabric, posts, wire, rails, braces, hardware, gates and miscellaneous items shall be carefully removed. bundled, rolled and stockpiled as required. for installing at the new fence assignment. The removal and handling shall be such that the fence materials may be reused in the relocated fence. • • Fabnc and wire of all types shall be carefully untied or disassembled from the posts and other appurtenances and shall be rolled in bundles of a size for handling with ordinary equipment. (2) Removing Posts Posts shall be carefully removed from the ground and the concrete looting removed. Holes shall be filled with dirt and thoroughly compacted. (3) Removing Boards Boards of all types shall be carefully disassembled from the rails and other appurtenances to facilitate removal in panels. Excess material removed shall be disposed of as indicated below. (4) Storage of Materials Storage of all salvable materials to be reinstalled shall be stored on site or at such other locations as the Contractor may elect, which shall be subject to approval by the Engineer. Secunty and maintenance of the salvable materials shall be the responsibility of the Contractor. (5) Excess Materials Excess materials. either damaged or unsuitable for reinstallation or unnecessary for completing the scope of the fence work in the new alignment shall be offered to the owner before removal from the site by the Contractor. 702.3 New Materials New materials required to complete the fence at the location indicated will be of equal quality to the existing materials. No used materials from other projects or from the Contractor's own used material stocks wit be allowed. The new materials to be fur- nished will be those necessary to replace items from the existing fence which were damaged during removal operations or which for other reasons cannot be reused. 702.4 Construction Methods The removed fence shall be installed at the new assignment in accordance with the typical details indicated and will comply with the best practice for fence construction of the specified type. 702.5 Measurement Fences of the height and type to be relocated will be measured by the linear foot of fence in its new location measured at the bottom of the fence along the centerline of the fence from center to center of terminal posts, excluding gates. 702.6 Payment The work performed and material fumished as prescribed by this item measured under "Measurement" will be paid for at the unit price bid for "Removing and Relocating Fences" of the size and type specified to be relocated, which price shall be full compen- sation for removing, salvaging, storing and handling all existing fence materials; furnishing new posts, boards, rails, braces, tie wires, connection clips, fabrc, rails, brace rods and any other fence component items that were damaged during removal and necessitating new material being furnished to complete the project; digging post holes and grouting in rock where required; furnishing concrete for post footings; and for all manipulations, labor, tools. equipment and incidentals necessary to complete the work including excavation, backfilling and disposal of surplus materials. Gates as provided under "Measurement" will be paid for at the unit pnce bid for Removal and Relocation of Existing Pedestrian or Vehicular Gates of the type and size specified to be relocated, which price shall be full compensation for removing the gate from 702 Rev. 09/30187 Page 1 Removing and Relocating Existing Fences the existing locat.ons, handling. storing and hauling all gate materials. furnishing any new materials necessary for installing at' new locations. providing new center anchorage blocks. latches and catch blocks and for manipulations. labor, tools. egwpmem and incidentals necessary to complete the gate relocation Payment will be made under one of the following: Pay Item No. 702.A: Removing and Relocating Existing _ Ft Chain Link Fence —Per Linear Foot. Pay Item No. 702.8: Removing and Relocating Existing Ft x Ft. Chain Link Pedestrian Gate — Fer Each. Pay Item Na 702-C: Removing and Relocating Existing Ft x _ Ft Chain Link Vehicular Gate —Per Each. Pay Item No. 702.D: Removing and Relocating Existing Ft Wooden Fence —Per Linear Foot. Pay Item No. 702.E Removing and Relocating Existing Ft x Ft Wooden Pedestrian Gate —Par Each Pay Hem No. 702•F: Removing and Relocating Existing Ft. x _ Ft Wooden Vehicular Gate —Per Each. Pay Item Na 702.G: Removing and Relocating Existing Ft Wire Fence —Per Linear Foot. Pay Item No. 702•H: Removing and Relocating Existing Ft x Ft. Metal Gate —Per Each. End Ref: 403 702 Rev. 09130187 Page 2 Removing and Relocating Existing Fences 1 803.1 Description This item shall consist of providing. installing, moving, replacing, maintaining, cleaning and removing temporary or permanent street closure barricades, signs or other devices required to handle the traffic in conformance with the current edition of the Texas Manual of Uniform Traffic Control Devices for Street and Highways and as indicated or directed by the Engineer. Construction Detours, if required, shall conform to item No. 801, "Construction Detours ". Capital Improvement Project signs shall conform to Item No. 802. "Capital Improvement Project Signs ". 803.2 Materials All materials used in barricades, signs and traffic handling shall conform to the following: (1) Signs Sign Plates — .080 in thickness alodine finished Federal Specification 6061 — T6 aluminum Sign Posts — 1.25 ounce /square foot hot dipped galvanized welded steel tubing ASTM A 513. O.D. 2.375 inches, wall thickness .065 inch, 1.60 pounds per foot. Hardware — Aluminum alloy ASTM A 444 sign hardware for clamp casting or stainless steel with galvanized or electroplated cold rolled steel U bolts, bolts, washers and nuts. (2) Sign Plate Message and Size Sign Designation Size OM — 4R 18 inch x 18 inch W14 — 1 30 inch x 30 inch (3) Lumber Rails shall be new unweathered S4S grade #2 fir or yellow pine, of the size indicated. Posts, of the size indicated, shall be pressure treated with pentachlorophenol. (4) Concrete Concrete shall be Class A Concrete conforming to Item No. 403, "Concrete for Structures ". Retro-Reflective Sheeting Red and white strips shall conform to Table I CIE Chromaticity Coordinates, ASTM Designation D 523, ASTM 397. SDHPT Test Method Tex.842 -B, ASTM 0.987.48 %, Atlas Twin ARC Weathering ASTM E 42-89, Type E conforming to ASTM D 822 -60X which requires the ASTM E 42 Type E Atlas XW data L -23008 dated January 7, 1970. (6) Paint Extenor Oil base paint, colors as indicated. 803.3 Construction Methods Prior to commencing construction, suitable "Barricades Signs and Traffic Handling" devices shall be installed to protect the workers and the public. The Contractor shall be responsible for installing all markers, signs and barricades conforming to the Manual on Uniform Traff c Control Devices and/or as indicated. If, in the opinion of the Engineer, additional markers, signs or barricades are needed in the interest of safety, the Contractor will install such as are required or as directed by the Engineer. (5) 803 Rev. 09 /30/87 Item No. 803 Barricades, Signs and Traffic Handling 803.4 Maintenance It shall be the Contractor's responsibility to maintain, clean, move and replace it necessary, barricades, signs and traffic handling devices during the time required for construction of the project. Permanent barricades shall be constructed as required after the completion of the street by drilling holes to place - the posts and concrete foundations. Foundation concrete shall be cured before the rails are attached. When no longer needed all temporary Barricades. Signs and Traffic Handling Devices shall be removed and the area restored to its original condition or as directed by the Engineer. Page 1 Barricades, Signs and Traffic Handling The work performed and the materials fumished by this item as indicated. except for barricades, will not be measured for pay- , ment but will be considered subsidiary to the work or to Item No. 801, "Construction Detours". 803.5 Measurement Barricades shall be measured as each complete barricade constructed and placed as indicated. Any temporary barricades fur- nished shall not be measured for payment and shall be considered subsidiary to the work or to Item No. 801. "Construction Detours". 803.6 Payment The work performed and material furnished as prescribed by this item will be paid for at the unit price bid for "Barricades" per each complete bamcade. End 803 Rev. 09130/87 Page 2 Barricades, Signs and Traffic Handling 1 1 1 Payment will be made under: Pay Item No. 803: Barricades— Far Each. Pay Item No. 803-1: Barricades —Lump Sum. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 ( 1 1 Item No. 824 Traffic Signs 824.1 Description This item shall consist of the furnishing and placing of Traffic Signs including excavation and backfill, concrete, reinforcement, posts, hardware and signs. 824.2 Materials (1) Concrete 741 - Concrete for sign post foundations shall be Class A concrete conforming to Item No. 403. "Concrete for Structures" (2) Reinforcing Steel Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". The sizes and dimensions shall be as indicated. (3) Posts Post tubing shall be in lengths 0110, 11, 12 and 13 feet as indicated. Diameter and size: Outside diameter (0.0.) shall be 2.375 inches (23/e inches); wall thickness shall be 0.065 inch; weight shall be .1.60 pounds per foot. Post shall be constructed of welded steel tubing conforming to ASTM A 513 or ASA 6036T6 -Mil, ASA 25995 schedule 10 seamless aluminum. Steel post tubing shall be hot dipped galvanized to obtain a weight of 1.25 oz. /square foot of sheet meeting Federal Specification A -G -90. Welded steel shall be hot dipped galvanized both inside and outside of tubing. Post tubing shall have up to 11 each '/e inch holes punched or drilled as indicated. All sharp edges shall be removed from ends of tubing to eliminate burrs, etc. All posts shall be prepared and painted with a 2.5 mil thickness of Federal yellow enamel. Applied coating shall show no damage by the following chemicals: gasoline, motor oil, alcohol, 30 percent sodium hydroxide, 30 percent hydro- chloric acid, 30 percent nitric acid or 30 percent sulfuric acid. (4) Hardware The mounting clamp shall be able to be attached on a 24'8 inches outside diameter post by a U -bolt 5 /is inch diameter with 1 inch of threads on each end and shall meet the details indicated. Hardware shall slide freely on pipe when properly loosened. Clamp shall stand a torque of 15 ft: lbs. when tightening nuts on U -bolts or sign blanks to clamp. U -bolt made from cold rolled steel shall stand a minimum of 20 it: lbs. torque when tightened around sign post. Pipe clamp casting shall be aluminum alloy A 444.0 or 356.0 -F and all sign mounting clamp parts not made from aluminum shall be cold rolled steel, stainless steel or galvanized steel. The Contractor shall submit a sample of all types of mounting clamps they propose to use for approval prior to order- ing materials. The Contractor shall furnish the results of any State or Federal tests performed upon their product with the approved submittal. (5) Sign Blanks Sign blanks shall be 0.080 inch thickness, alodine finished 6061 -T6 aluminum of the dimensions indicated. (6) Sign Faces (Reflective Sheeting) The reflective material shall consist of spherical enclosed lens elements embedded within a transparent plastic having a smooth, flat outer surface. The surface shall be compatible with recommended process inks needed to produce sign faces. Sheeting, decals andior sign faces shall be furnished in the size, shape and quantity indicated. Sheeting, decals and /or sign faces shall be free from ragged edges, cracks, tears. pits, blisters, similar defects. foreign matter or other surface imperfections which would make it unsuitable for the intended usage. Complete sign faces or 20 square feet sections of sheeting shall appear uniform in color and retroreflectivity when viewed under normal day or night lighting conditions from a distance of 50 feet. Page 1 04/17.86 824 1 All sheeting and each sign lace shall have attached to the adhesive face a liner that will prevent contact between the message faces and adhesive. This protective liner shall be capable of being removed by peeling without soaking in any type of solvent and shall be easily removed after storage for 4 hours at 160 F under weight o13.0 pounds per r square inch. The diffuse day color shall comply with the specified color requirements. Color requirements are defined by an en- closed area formed by using the following CIE Chromaticity Coordinates as comer points and the listed Y reflective limits. The sheeting's face and all areas of the face of sign faces shall have an 85 F gloss meter rating of not less than 40 conforming to ASTM D 523. The diffuse day color of the reflective sheeting shall be determined in accordance with ASTM Designation: E 97, "45- degree, 0- degree Directional Reflectance Factor of Opaque Specimens by Broad -Band Filter Reflectometry". (Geo- metric characteristics must be confined to illumination incident within 10 degrees of and centered about a direction of 45 degrees from the perpendicular to the test surface; viewing is within 15 degrees of and centered about, the per- pendicular to the test surface. Conditions of illumination and observation must not be interchanged.) The standard to be used for reference shall be the Munsell Papers. Papers must be recently calibrated on a spectrophotometer. Reflective sheeting, decals and each sign face shall meet all the retrodirective reflectivity requirements for its respec- tive type and color listed in the following table. Values are expressed in units of candlepower per foot candle per square foot. Specific intensities shall be determined according to SDHPT Test Method Tex - 842 -B. Decal or sign faces after 48 hours of conditioning, shall have a minimum tensile strength of sheeting of 5 pounds per inch width when tested in accordance with ASTM Designation: D 828. The sheeting, decals or sign faces, applied according to the manufacturer's recommendations to a clean etched 0.020 inch by 2 inch by 8 inch (0.51 mm by 50.6 mm by 203 mm) aluminum panel of Alloy 6061 -T6 conditioned a minimum of 48 hours and tested at 72 F (23 C) and 50 percent relative humidity shall be sufficiently flexible to show no cracking when bent around a 34 inch (18.1 mm) mandrel. The sheeting or sign faces shall permit cutting, application and color processing at any combination of the following temperatures and relative humidity: Temperature 60 to 100 F, relative humidity to 20 to 80 percent. Sheeting and sign faces will permit heat curing and unapplied sheeting at temperatures up to 150 F and up to 200 F for applied sheeting and sign faces. Sheeting or sign faces after 48 hours of conditioning at 80 to 100 F, shall show no effect when exposed for 15 min- 111 utes to the following chemicals according to Federal Test Method 8801: mineral spirits, zylol, turpentine or methanol. Thickness of sheeting without adhesive and screen ink shall be 4.5 to 5 mils. Sheeting or sign faces applied (according to the manufacturer's specifications) to clean, smooth, paintable and weatherproof surfaces, shall adhere so securely at temperatures of –20 to 175 F, that peeling, pulling or scraping of material from adhering surfaces in pieces containing areas greater than 3 square inches will be impossible. Adhe- sion test to be run not less than 48 hours after application. The reflective sheeting or sign laces shall include a precoated tack free adhesive which will adhere to prescribed surfaces only when activated by heat (175 to 200 F). The precoated adhesive shall not require additional adhesive coats on the reflective material or the application surface. Processed and applied on recommended procedures, the reflective material shall be weather resistant and following cleaning, shall show no appreciable discoloration, cracking, blistering or dimensional change and shall not have less than 50 percent of the specified (wet or dry) minimum reflective intensity values when exposed to 1000 hours Atlat Twin ARC weathenng (ASTM Designation: G 23) in accordance with ASTM Designation: D 822. The following data is required to assure correlation with other laboratories: - a. Type and model, of exposure device —ASTM Designation: G 23 Type E Atlas XW. b. Type of light source— Sunshine carbon arc. c. Age of filters —% of filters changed every 400 hours. d. Flux density at sample location. e. Spectural irradiance at sample location, 100, 360 micro -watts per square CM. f. Elapsed exposure time — 1,000 hours. g. Light'dark — water - humidity cycle employed — 102 minutes of light followed by 18 minutes of light with spray, 5 days per week — 48 hours per week without light or spray. Process colors (inks) —A minimum of 96 hours after processing, as well as alter the weatherometer exposure, no process ink will be removed when tested as follows: 824 04/17 86 Page 2 a. Immerse in distilled water for 24 hours. b. Remove from water and wipe dry with soft cloths. c. Condition the panels for 8 hours at room temperature and humidity. d. Make 2 parallel scratches, 1 inch apart, through to the metal. e. Apply a 1 inch wide strip of "Scotch" Brand Masking Tape #250 and roll across the tape with 41/2 pound rubber roller, 8 times. f. Quickly remove the tape with 1 motion and examine for damage to the inner coat or surface adhesion Unless otherwise indicated, the reflective sheeting for emblems, decals, cut out numbers and letters for vehicle - marking and Identification shall meet the performance criteria set out in these specifications with the following excep- tions: The above materials shall be precoated with a positionable pressure sensitive adhesive backing meeting the . requirements set out above. The message shall be as indicated. 824.3 Construction Methods Excavation required shall be done through whatever substances encountered and to the dimensions and elevation indicated or required by the site conditions as directed by the Engineer. This excavation shall be done in accordance with Item No. 401, "Structural Excavation and Backtilling ", except that it will not be measured for payment and will be considered subsidiary to the respective sign supports. Reinforcing steel shall be positioned as indicated and shall conform to Item No. 406, "Reinforcing Steel ", except that it will not be measured for payment but will be considered subsidiary to the respective sign supports. Foundations for all pipe posts shall conform to Item No. 410, "Concrete Structures ". Any posts to be imbedded in drilled shaft foundations shall be set carefully in the foundation holes and if directed by the Engineer, shall be held in place by an approved template before the concrete for the foundation is placed. The forms and templates, if used, shall not be removed until the concrete has aged a minimum 0124 hours. Springing or raking of posts to secure proper alignment will not be permitted. Electrical conduit where required and anchor bolts of the size, length and number as indicated, shall be positioned before the concrete is placed. Anchor bolt groups shall be set and maintained in position with a template during the placement of that portion of concrete into which anchor bolts are embedded. Care shall be taken to obtain the orientation of the anchor bolts and spacing of the anchor bolt groups as indicated. Parts of the concrete foundations extending above the natural or finished ground line shall be given an ordinary surface finish conforming to Item No. 410, "Concrete Structures ". If a higher type finish is indicated, it shall conform to Item No. 411, "Surface Finishes fo•Concrete ". • No structure or post shall be erected on a concrete finish nor shall any traffic sign be attached to a sign post embedded in concrete until the concrete has aged at least 7 curing days or until otherwise directed by the Engineer. The length of each post for each traffic sign indicated shall be verified by the Contractor in order to meet the existing field condi- tions and to conform with sign mounting heights indicated. Should it be necessary to field cut a steel post to shorten it, the cut end shall be placed in the concrete foundation. Pipe sign supports shall be built up as indicated. Any part of the pipe which has bare metal exposed or from which the galvaniz- ing has been knocked or chipped off down to bare metal in fabrication, transit or erection shall be repaired, in accordance with the manufacturer's recommendations, by application of galvanizing repair compounds meeting Federal Specification O -G -93 (stick only) or zinc dust -zinc oxide meeting Federal Specification TT- P -641b. The sign supports shall be located as indicated, except that the Engineer may shift a sign support where necessary to secure a more desirable location. The Engineer will stake all sign support locations. Sign supports shall be erected at the direction of the Engineer so that the sign faces will normally be vertical and, if necessary. angled sufficiently away from perpendicular to the roadway when attached to the supports in order to prevent specular glare. If specular glare is apparent on the mounted signs under nighttime inspection, corrective adjustments in the sign orientation shall be made at the direction of the Engineer. The multisection pipe post supports may, at the Contractor's option, be cast in the concrete foundation with or without the upper post section attached. However, i1 installation is made with the upper post section attached, the support shall not be exposed to traffic until the sign is properly affixed. The pipe stub post shall be set carefully in the foundation holes and if directed by the Engineer, shall be held in place by an approved form or template before the concrete for the foundation is placed. The forms and templates, if used, shall not be re- moved until the concrete has aged at least 24 hours. No sign shall be attached to the posts until the concrete has aged at least 7 curing days or untilotherwise directed by the Engineer. A curing day shall be as defined in Item No. 410. "Concrete Structures" Page 3 04/17/86 824 Springing or raking of posts to secure proper alignment will not be permitted. The Contractor shall be responsible for the correctness of shop fit and field connections. Post lengths shall be approved by the Engineer pnor to the fabrication of any support. Backfilling shall conform to Item No. 401, "Structural Excavation and Backfilling" and the additional requirements herein. All backfilling shall be completed prior to the erection of any sign on the structure. Where riprap, embankment protection or surfacing is removed for placing foundations for traffic signs. ft shall be replaced with like material as directed by the Engineer. The message as indicated shall be screened on the reflective sheeting in accordance with the sheeting producer's recommended practices utilizing screen inks approved by the Department. Screen inks shall conform to SDHPT Departmental Specification D -9 -8300, "Flat Surface Reflective Sheeting ". Before application, the surface must be prepared to the satisfaction of the Engineer in accordance with the manufacturer's instructions. Whenever the sign is applied over expansion Joints, deep cracks or seams, it is to be slit to avoid tearing or lifting. Any applied sign that has wrinkles, air pockets, ragged edges, tears or bends shall be removed and replaced at the sole cost of the Contractor. Signs will be installed as indicated or as directed by the Engineer. The installation as a whole shall be carried out in conformance with requirements herein stated and with details and dimensions indicated. Upon completion, the work shall present a neat and workmanlike appearance. 824.4 Measurement Traffic signs shall be measured as each complete sign constructed and placed as indicated. 824.5 Payment The work performed and materials furnished as prescnbed by this item will be paid for at the unit price bid for "Traffic Signs" per each complete in place, which price shall be full compensation for furnishing all materials, excavation, setting posts in concrete and for all labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under: Pay Item No. 824: Traffic Signs — Per Each. End ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 824 04117/86 Page4 843.1 Description This item shall consist of fumishing all materials for constructing ducts for Traffic Control projects, including all applicable work such as clearing, excavating, bedding, Jointing, backfilling materials and tests, prescribed under this item. The ducts shall be of the sizes, types, class and dimensions indicated and shall include all joints or connections to new or existing ducts, pullboxes or other structures, as may be required to complete the work in accordance with details indicated, specifications and standard published practices of the trade associations for the material specified and to the lines and grades Indicated. This item shall include any pumping, bailing and drainage and all sheeting and bracing of trench walls Unless otherwise Indicated, this item shall consist of the removal and disposition of trees, stumps and other obstructions, old structures or portions thereof. 843.2 Materials (1) Concrete Concrete shall conform to Class A concrete, Item Na 403, "Concrete for Structures". The maximum size of aggregate should not exceed 1 inch. CA Coarse Aggregate Coarse aggregate shall conform to Item Na 403, "Concrete for Structures" or Item Na 210, "Flexible Base': (3) Fine Aggregate (a) Concrete and Mortar Sand Fine aggregate shall be Grade 1 and shall conform to Item Na 403, "Concrete for Structures" (b) Bedding Sand Sand for use in duct bedding shall be clean, granular and homogeneous material composed mainly of mineral matter, free of mud, silt, clay lumps or clods, vegetation or debris The material removed by decantation SDHPT Test Method Tex.406 -A, plus the weight of any clay lumps, shall not exceed 4.5 percent by weight. The average electrical resistance when water - saturated shall be at least 1,800 ohm/cm by the single probe method, with no single test reading lower than 1,503 ohm /cm. Size gradation of sand for bedding shall be as follcas: GRADATION TABLE SIEVE SIZE PERCENT RETAINED BY WEIGHT 114" 0 X60 75-103 #100 95-103 (4) Select Backlit) or Borrow This material shall consist of borrow or suitable material excavated from the trench with a plasticity index less than 20, a moisture content which does not exceed t2 percent from optimum as determined in accordance with SDHPT Test Method Tex -114 -E and free of stones or rocks over 8 inches All suitable materials from excavation operations not required for backfiiling the trench shall be placed in embank. ments, if applicable. All unsuitable materials should be dried or modified to make them suitable for use, as required. (5) Duct Pipe Polyvinyl Chloride (PVC) Pipe and fittings used for ducts shall be ASTM D 1785 PVC Pipe, Schedule 40. (6) Joints Item Na 843 Ducts Joints shall be sealed with a solvent meeting the requirements of ASTM D 2564 to assure leak proof joints. Ends of ducts shall be projected into pullboxes and grouted and sealed as indicated. 843.3 Construction Methods (1) General Prior to commencing this work, all erosion control and tree protection measures required shall be In place and all 843 09/30/87 Page 1 Ducts utilities located and protected as set forth in - General Conditions of Agreement". Clearing the site shall conform to Item Na 102, - Clearng and Grubbing' Maintenance of environmental quality protection shall comply with all require- ments of General Conditions of Agreement" and Item Na 601, - Salvaging and Placing Topsoil". (/ \\ Adequate temporary support, protection and maintenance of all underground and surface utility structures, drainsS .} sewers and other obstructions encountered in the progress of the work shall be fumished by the Contractor, at his ■ expense and as approved by the Engineer. When rainfall or runoff is occurring or is forecast by the NOWA Weather Service, the Contractor shall not perform or attempt any excavation or other earth moving work in or near the flood plain of any stream or watercourse or on slopes subject to erosion or runoff, unless given specific approval by the Engineer. When such conditions delay the wort, an extension of time for working day contracts will be allowed conforming to 'General Conditions of Agreement' When called for in the Bid, boring, jacking and tunneling shall conform to Item Na 501, Jacking or Boring" or Item Na 502. "Tunneling" and shall be paid for under the same. (2) Removing Old Structures When out of service masonry structures or foundations are encountered in the excavation, such obstructions shall be removed for the full width of the trench and to a depth 011 foot below the bottom of the trench. When abandoned inlets or manholes are encountered they shall be removed to a depth 1 foot below the bottom of the trench. In each instance, the bottom of the trench shall be restored to grade by backfilling and compacting with bedding sand. Where the trench cuts through storm or wastewater sewers which are known to be abandoned, these sewers shall be cut flush with the sides of the trench and blocked with a concrete plug in a manner satisfactory to the Engineer. When old structures are encountered, which are not visible from the existing surface and are still in service, they shall be protected and adjusted as required to the finished grade. (3) Trench Conditions Trenches shall be opened the complete length or sufficient distance such that if any obstructions are encountered, proper provisions can be made to avoid them before duct is installed. Before attempting to lay ducts, all trash, debris, loose material and water encountered in the trench must be pumped or bailed out and the trench kept clean and dry while the duct is laid, bedded and backfilled. Where needed, sump, pits shall be dug adjoining the trench and pumped as necessary to keep the excavation dewatered. (4) Trench Depth and Depth of Corer Unless otherwise indicated, ducts shall be installed so that the tops of all ducts are at least 18 inches below the finished grade. The depth of cover shall be measured from the established finish grade, natural ground surface, sub- grade for staged construction, street or other permanent surface to the top or uppermost projection of the duct. (5) Width of Trench Trenches for single duct lines shall be not less than 6 inches nor more than 12 inches wide and the trench for two or more ducts installed at the same level shall be proportionately wider. (6) Spacing of Ducts When two or more ducts are installed in the same trench, they shall be spaced not less than 2 inches apart, measured III from outside wall to outside wall in a horizontal direction and not less than 6 inches apart in a vertical direction. (7) Lines and Grades 1 Grades, lines and levels shall conform to Section CO341, 'Grades, Lines and Levels" Any damage to the above by the Contractor shall be re-establilshed at the Contractor's expense (8) Duct Bedding • 1 Where not otherwise provided, all duct shall be installed in a continuous envelope of bedding sand. The bedding material shall extend from 3 inches below to 4 inches above the outer parts of the pipe, fittings and accessories for ducts (9) Laying Duct No duct shall be installed in the trench until excavation has been completed, the bottom of the trench compacted and the trench completed as indicated. All duct shall be stringed for easy pull through of cable after construction is completed. A continuous line of string 843 09130/87 Page 2 Ducts 1 1 1 1 1 1 1 J 1 1 1� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 End shall extend through the pipe and be mechanically tied at each end outside the pipe The string shall be Na 36 nylon string with a tensile strength of at least 300 pounds. Ends of ducts shall be projected into pullboxes and grouted and sealed as indicated. 00) Backlitling (a) General After the pipe has been bedded, laid, jointed, approved and a sand bedding envelope placed and compacted, backfilling shall be done immediately in accordance with the details indicated, with approved material. During backfilling operations, no heavy equipment which might damage the pipe will be allowed until a mini- mum cover of 12 inches above the top of pipe is obtained. During the backfilling operations, special emphasis is placed upon the need for obtaining uniform backfill ma- terial and unifomt compacted density throughout the length and depth of the structure Extreme care is to be taken to insure proper backfill over the pipe. The maximum lift of backfill shall be determined by the equipment selected and in no case shall it exceed 18 Inches, loose measurement Backfill shall be thoroughly tamped and compacted to at least the density of the surrounding undisturbed sail. All backfill in streets and under structures will be tested by the City and must satisfy the specified density requirements conforming to Section 00344, "Testing Laboratory Services" before final acceptance. (tt) Cleanup and Restoration It shall be the Contractor's responsibility to keep the construction site neat, clean and orderly at all times. Cleanup shall be vigorous and continuous to minimize traffic hazards or obstructions along the streets and to drive- ways. Trenching, backfill and cleanup shall be coordinated as directed by the Engineer. The Engineer shall regulate the amount of open ditch and may halt additional trenching if cleanup is not adequate to allow for orderly traffic flow and access. 843.4 Measurement Materials at the site shall be stored in a neat and orderly manner so as not to obstruct pedestrian or vehicular traffic. All damaged material shall be removed from the construction site immediately and disposed of in a proper manner. All surplus excavated materials become the property of the Contractor for disposal at his expense After trenching, the Contractor shall immediately remove all excavated materials unsuitable for or in excess of, backfill requirements Immediately following the pipe laying work as it progresses, the Contractor shall backfill, grade and compact all exca- vations as provided elsewhere and shall immediately clean up and remove all unused soil, waste and debris and re- store all surfaces and improvements to a condition equal or superior to that before construction began and to an appearance which complements the surroundings. The Contractor shall grade and dress the top 6 inches of earth sudaces with soil or other material similar and equal to the surrounding, fill and smooth any visible tracks or ruts, replace and reestablish all damaged or disturbed turf or other vegetation and otherwise make every effort to en- courage the retum of the entire surface and all improvements to a pleasant appearance and useful condition ap- propriate and complementary to the surroundings and equal or similar to that before construction began. Grassed areas shall be seeded. Duct will be measured by the linear foot along the centerline of the duct for the various sizes and classes of duct in place, con- forming to these specifications, complete and accepted by the Engineer, including excavation and backfill. 843.5 Payment Payment for duct, measured as prescribed above, will be made at the unit price bid per linear foot, complete in place, for the various sizes of pipe, of the materials and class indicated, unless unstable material is encountered. Payment shall be full compensation for all work, excavation, furnishing, hauling and placing of ducts and subsidiary materials; preparing, shaping, dewatering and storing of trenches; hauling, placing and preparing bedding; connecting to new or existing systems or structures; hauling, moving, placing and compacting backfill materials; seeding and for all other incidentals neces- sary to complete the duct installation as indicated. Payment will be made under. Pay Item Na 843: PVC Ducts, Ea. In — Per Linear Foot. Ref: 102, 210, 403, 501, 502, 601 843 09/30187 Page 3 Ducts 860 Rev. 09130187 Item No. 860 Pavement Marking Paint 860.1 Description This item shall consist of the installation of reflectorized paint pavement marking. The width of the line shall be 4 inches and the color as indicated. 860.2 Materials (1) Traffic Stripe Reflective Glass Spheres (a) The glass spheres shall not contain more than 30 percent (by weight) irregular shaped particles when tested by ASTM Designation: D 1155. Spheres shall be essentially free of sharp angular particles and particles show- ing milkiness or surface scarring or scratching. Spheres shall be water white in color. (b) The glass spheres shall meet the following gradation requirements when tested: Openings U.S. Std. Sieves Percent Passing #20 Sieve 100 #30 Sieve 80-100 #50 Sieve 18 -35 #100 Sieve 0-4 (c) The spheres, when tested by the liquid immersion method at 25 C, shall show an index of refraction within the range 01 1.50 10 1.98. (d) The spheres shall be capable of being readily wet with water when tested according to SDHPT Test Method Tex-826-B. (e) The spheres shall show no tendency toward decomposition, surface etching, change in retroreflective charac- teristics or change in color after 24 hours exposure (according to SDHPT Test Method Tex - 833 -B) to weak acids, weak alkali or 100 hours of weather -o -meter exposure. (1) Spheres shall contain less than V of 1 percent moisture by weight. (g) Spheres shall be manufactured from glass. (h) Spheres shall be free of trash, dirt, etc. (i) Spheres shall show no evidence of objectionable static electricity when flowing through a regular traffic bead dispenser. (j) The recommended application rate shall be 6 pounds per gallon of paint. (k) - Sampling and Testing shall be in accordance with the latest applicable SDHPT Manual on Testing Procedures. Applicable test methods are, but are not limited to the following: Tex -822 -B Tex -826 -B Tex -830 -B Tex -831 -B Tex -832 -B Tex -833 -B (2) Pavement Marking Paint (a) Functional Requirements 1. All materials required to meet Federal, ASTM or SDHPT specifications must meet the specification as shown. ASTM Designation: D 476, Type II Federal Spec. TT- P -463A, Type I (March 3, 1961) National Bureau of Standards — Chromatic Standard No. Sch: 30 Federal Spec. TT- P-403a Federal MIL- C -429C, Type 1 (March 6, 1969) ASTM D 362 Page 1 Pavement Marking Paint 860 Rev. 09 /30/87 ASTM D 740 (Reapproved 1974) ASTM D 600 SDHPT Test Method Tex -806 -B SDHPT Test Method Tex-811•B SDHPT Test Method Tex -814 -B 2. The paint shall be homogenous, well ground to a uniform and smooth consistency and shall not skin nor settle badly no cake, liver, thicken, curdle or gel in the container. 3. The paint, when applied to a bituminous pavement surface under normal field conditions at the required rate of .015 inch wet film thickness, shall have a maximum no pickup" drying time of 15 minutes to prevent displacement or discoloration under traffic. 4. In preparation of the paint, the pigments shall be dispersed in the vehicle by appropriate methods so that a fineness reading of not less Than 4 is obtained with a Hegman grind gauge. 5. Consistency viscosity as determined by the Stromer Viscosimeter at 25 C shall be from 85 to 100 K.U. 6. A thin film of paint spread on a glass plate and allowed to dry thoroughly shall not darken or show any discoloration when subjected to ultraviolet rays for a period of 5 minutes. (b) Material Requirements 1. Raw Materials a. The exact brands and types of raw materials used in the wet standards are listed for the purpose of facilitating the selection of parallel materials equal, not only in quality and composition but also in physical and chemical behavior after aging in the finished product. b. It shall be the responsibility of the Contractor to utilize materials that not only meet the individ- ual raw material specification, but that also produce a coating that meets the specific formula requirements. c. Materials required to meet Federal and ASTM specifications must meet the specification as / - indicated. 2. Pigments a. white (1) Lead free zinc oxide: shall meet Federal specification TT- P -463A, Type I, March 3, 1961. (2) Pure Titanium Dioxide, Ruffle, Nonchalking: shall meet ASTM D 476, Type II. b. Medium Chrome Yellow (1) The luminescent factors of the pigment shall be within the limits listed below when tested before and after exposure. Initial 53 59.0 Final 45 In addition, the allowable change between the initial and final luminescent factors shall be no more than 9 units. The initial x. y chromaticity color coordinates of the pigments shall be within the rectangle defined by the sets of coordinates shown below. 0.490 0.511 0.514 0.535 Minimum Maximum y 0.455 0.433 0.480 0.458 The pigments shall be tested according lo SDHPT Test Method Tex - 810 -B. Page 2 Pavement Marking Paint 1 1 1 1 1 1 1 1 1 1 1 1 1 860 Rev. 09130187 The color standard shall conform to the National Bureau of Standards Chromatic Standard No. Sch -30. The formulation of the test enamel using the pigments to be tested is as follows: Material Parts by Weight Medium Chrome Yellow _ Long Oil Alkyd Resin (1) 4% Calcium Drier 6 % Cobalt Drier Anti- Livering Agent Anti - Skinning Agent Mineral Spirits (2) 54.0 31.5 0.6 0.3 0.1 0.2 13.3 (3) (2) Alkyd Resin Solution meeting Federal specification TT- R -266D, Type I, Class A, November 17, 1971. (3) Mineral Spirits shall conform to ASTM D 235, Type IV. (4) The amount of mineral spirits may be varied slightly to produce the desired grinding consistency. Two coats of pigments shall be required. 3. Inert a. Talc, paint -grade magnesium silicate shall meet ASTM D 605. b. Calcium Carbonate shall conform to the following: CaCO, Maximum 97.0 percent H,0 Maximum 0.4 percent Specific Gravity 2.63-2.73 Weight retained on #325 Screen Maximum 0.75 percent ' Color shall be equal to material listed in standard formula. Substitution in standard formula shall not result in a viscosity variation greater than 4 K.U. 4. Resins a. Chlorinated Paraffin shall conform to Federal Specification MIL- C -429C, Type I, May 6, 1969. b. Chlorinated Rubber shall have a viscosity @ 15 C (20% solution with Toluene)' 4-6 cps. Toluene shall meet ASTM D 362 c. Traffic paint alkyd resin solution shall conform to the following: (1) General Type: Pure, drying alkyd Length: Medium Type oil: Soya, linseed or tall. No mixture of 2 or more oils will be permitted. Type Solvent: Toluene, ASTM D 362 Compatibility: A solution of 1 part 75 percent traffic alkyd and 5 parts toluene shall be Gear. A solution containing the equivalent of 150 grams of 5 cps. chlorinated rubber, 130 grams of 75% traffic alkyd, 200 grams of methyl ethyl ketone shall be clear, transparent and show no separation after 24 hours of storage in a 3/4 full test tube at 80 degrees 1. F. This rubber - alkyd- solvent solution shall produce a clear film upon drying. Page 3 Pavement Marking Paint 860 Rev. 09/30/87 (2) Solid Resin Basis Percent Phthalic Andydrides Percent Oil Acids Add number, maximum Ash residue, maximum Unsaponifiable, maximum Iodine number of fatty adds, minimum Retractive Index of fatty acids, minimum, (Tall oil alkyds), maximum (3) 45 Percent Solids Basis' T, T, 10% 70% 33 to 37 48to55 8.0 0.10 percent 2.0 percent 115 1.4660 1.0 Color: Gardner 1953 Standard -9 maximum. Drying Time: A wet film 3 mils thick shall set to touch in not more than 90 minutes. (Driers: Based on the resin solids present, add the equivalent ol 0.06 percent Cobalt (metal) and 1.0 percent lead metal) 'Toluene shall be used to reduce Cie resin solution to 45 percent solids and shall meet ASTM D 362. (4) In addition to the above requirements, the traffic alkyd resin shall meet the following percent transmittance requirements when tested according to SDHPT Test Method Tex - 814 -B, ub- lizing menthyl isobutyl ketone as primary solvent and methyl alcohol as precipitating agent. Percent Transmittance Minimum Maximum Calculate volume in milliliters of precipitating agent as follows: V,=91X Where: V, = volume of precipitating agent required for T, X = grams of alkyd resin solids and V = 1.398 V, Where: V, s additional volume of precipitating agent required for 5. Thinners a. Methyl Ethyl Ketone shall conform to ASTM D 740 b. Aromatic Naphtha Appearance clean, free of sediment A water, white Baling Range 360E-415F Kauri Butanoi Value 88 minimum Specific Gravity, 25 C 0.884 — 0.894 Flash Point F (TCC) 140 minimum 6. Additives and Chemicals a. Driers shall conform to ASTM D 600. b. The additives below must be supplied by the manufacturer, as listed: (1) Thermalne813 Available from: M & T Chemicals, Inc. 530 Exchange Bank & Trust Tower Dallas, Texas 75235 (2) Treated Bentonite Clay A. Bentone 34, N.L. Industries B. Clayton 40, Southern Clay Products Page 4 Pavement Marking Paint 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 860.3 Construction Methods Formula: White Traffic Paint Pounds Traffic Alkyd, 75 Percent Solids 130 Chlorinated Rubber, 5 cps., Hercules, parlon S -5 150 Chlorinated Paraffin, Type I, Hercules, Chlorafin 40 75 Treated Bentonite Clay 5 Titanium Dioxide, Rutile, DuPont, R- 900 200 Lead Free Zinc Oxide, ASARCO, A2O-33 50 Talc, Nytal 300 225 Calcium Carbonate, T.W. Snowflake White 250 24% Lead Drier 3 6% Cobalt Drier 2 Thermolite 813, M & T Chemicals, Inc. 0.75 Aromatic Naphtha, SC -150 5 Methyl Ethyl Ketone 245 1,340.75 Grind particles: 4 minimum 8 maximum (SDHPT Test Method Tex 806 -8) Gallon Weight 0.05 lbs. of theoretical gallon weight Consistency: 85 to 100 K.U. Skinning: No skinning within 48 hours (SDHPT Test Method Tex - 811 -B) Formula: Yellow Traffic Paint Pounds Traffic Alkyd, 75 Percent Solids 130 Chlorinated Rubber, 5 cps., I.C.I. Alloprene X -5 150 Chlorinated Paraffin, Type I, I.C.I., Cereclor 42 75 Treated Bentonite Clay 5 Titanium Dioxide, Rutile, Du Pont, R -900 25 Lead Free Zinc Oxide, ASARCO, A20-33 50 Medium Chrome Yellow, Du Pont, Y -469 -D 157 Calcium Carbonate, T.W., Snowflake While 250 Talc, Nytal 300 250 24% Lead Drier 3 6% Cobalt Drier 2 Thermolite 813, M & T Chemicals, Inc. 0.75 Aromatic Naphtha, SC -150 5 Methyl Ethyl Ketone 250 1,370.75 Grind Particles: 4 minimum, 8 maximum (SDHPT Test Method Tex - 806.8) Gallon Weight: s 0.05 lbs. of theoretical gallon weight Consistency: 80 to 100 K.U. Skinning: No skinning within 48 hours (SDHPT Test Method Tex - 811.8) The Contractor shall use a crew experienced in the work of installing pavement markings and in the necessary traffic control for such operations on the roadway surface and shall supply all the equipment, personnel, traffic control and materials necessary for the placement of the pavement markings as indicated or as directed by the Engineer. All work shall conform to the current edition of the Texas Manual of Uniform Traffic Control Devices (MUTCD) The pavement surface to receive the pavement markings shall be thoroughly cleaned of all dirt, organic growth or other material that will prevent adhesion of the paint to the roadway surface. The pavement markings shall be placed in the proper alignment with guides established on the roadway. Deviation from the alignment established shall not exceed 2 inches and in addition, the deviation in alignment of the markings being placed shall not exceed 1 inch per 200 feet of roadway nor shall any deviation be abrupt. When deemed necessary by the Engineer. the Contractor, at his expense, shall place any additional pilot markings required to facilitate the placement of the permanent markings in the alignment specified. Any and all additional markings placed on the roadway for alignment purposes shall be temporary in nature and shall not establish a permanent marking on the roadway. Materials used for pilot markings and equipment used to place such markings shall be approved by the Engineer. 860 Rev. 09130187 Page 5 Pavement Marking Paint Paint markings on the roadway that are not in alignment or sequence as indicated shall be totally and completely removed by any effective method approved by the Engineer. except that gnnding will not be permitted. Paint shall be applied at a rate of not less than 15 gallons nor more than 20 gallons per mile of solid 4 inch stnpe. Application rate - for solid 8 inch stripe shall be between 30 and 40 gallons per mile. (These rates yield wet film thickness from 15 to 20 mils.) Beads shall be applied to the paint markings at a uniform rate sufficient to achieve the retroreflecthre characteristics specified when observed conforming to SDHPT Test Method Tex.826 -B. All markings placed shall have uniform and distinctive retroreflec• tive charactenstics. Under no circumstances shall the bead application rate be less than 6 pounds of beads per gallon of paint applied to the road surface Applied markings shall be protected from traffic until they have dried sufficiently so as not to be damaged or tracked by normal traffic movements. 860.4 Equipment Paint striping equipment used to place 4 inch sold or broken lines shall have the capability of placing a minimum of 60,000 linear feet of marking per working day. Equipment used for placing markings in widths other than 4 inches shall have capabilities similar to 4 inch marking equipment and shall be capable of placing linear markings up to 8 inches in width in 1 pass. The equipment shall be maintained in satisfactory operating condition. Four inch marking equipment will be considered as un- sausfactorily maintained if it tails to have an average hourly placement rate o17000 linear feet in any 5 consecutive working days of 7 hours or more. The equipment shall be equipped so that one 4 inch broken line and either 1 or 2 solid lines can be placed at the same time in alignment and spacing as indicated. The equipment shall be equipped with an automatic cutoff device (with manual operating capabilities) to provide clean. square marking ends and to provide a method of applying broken line in a stripe to gap ratio of 15 to 25. The length of the stripe shall not be less than 15 feet nor longer than 15.5 feet. The total length of the stripe-gap cycle shall not be less than 39.5 feet nor longer than 40.5 feet in variance from one cycle to the next nor shall the average total length of a cycle for a road mile of broken line exceed 40.5 feet or be less than 39 5 feet. The equipment shall be capable of placing lines of all widths with clean edges and of uniform cross section. Four inch lines shall be 4 inches plus or minus e inch. Eight inch lines shall be 8 inches minimum and 8 inches maximum in width. The equipment shall be equipped with an outrigger or outriggers as required to place edgelines as called for in the plans. The equipment shall be equipped with bead dispensers, 1 for each paint spray gun, placed on the equipment so that beads are applied to the paint almost instantly as the marking is being placed on the roadway surface. The bead dispensers shall be de- signed and aligned so that beads are applied uniformly to the entire surface of the marking. The bead dispensers shall be equipped with automatic cutoff controls, synchronized with the cutoff of the marking equipment. Paint pots or tanks shall be equipped with an agitator that will keep the paint thoroughly mixed and may be either a pressurized or nonpressurized type. 860.5 Measurement Work for Pavement Marking Paint lines will be measured by the linear foot of the various widths. Work for pavement marking, paint letter or figures will be measured by the square foot. 860.6 Payment Work performed as prescribed by this item. measured as provided under "Measurement ", shall be paid for at the unit price bid for "Pavement Marking Paint" per linear foot or square foot of the various widths specified. This price shall be full compensation for furnishing all labor. tools, equipment, materials and incidentals necessary to complete the work specified. Payment will be made under one of the following: Pay Item No 860-A _: Pavement Marking Paint. In — Per Unear Foot. Pay Item Na 860-8 _: Pavement Marking Paint — Per Square Foot. Pay ttem No. 860-C _ : Pavement Marking Paint (Reflectorized), In. — Per Unear Foot. Pay nem No. 860-D Pavement Marking Paint (Reflectorized) — Per Square Foot. End 860 Rex 09130187 Page 6 Pavement Marking Paint 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 j 1 1 I 4 1 4 to �; ' tzi so :x / 0 E-, r :44 1 04 ij•• 1 �1 1 1 1 1 1 k. Trinity " Engineering Testing 1 Corporation 1 1 1 1 1 GEOTECHNICAL INVESTIGATION GATTIS SCHOOL ROAD PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS ABILENE 1410 Sewell Street P.O. Box 5241 Abilene, Texas 79608 (915) 698 -3242 AUSTIN (Main Office) 3601 Manor Road P.O. Box 572 Austin, Texas 78767 (512) 926 -6650 CORPUS CHRISTI 5002 Ambassador Row P.O. Box 4293 Corpus Christi, Texas 78469 (512) 854 -4774 DALLAS 2772 West Commerce Street P.O. Box 223571 Dallas, Texas 75222 Metro 263 - 0487 (214) 688-0954 Trinity Engineering Testing Corporation ODESSA 414 South Grandview Ave. P.O. Box 3024 Odessa, Texas 79760 (915) 332-8557 SAN ANGELO 2728 Foster Street P.O. Box 562 San Angelo, Texas 76902 (915) 655 -5119 • .• • KILLEEN SAN MARCOS 4103 East Elm Road P.O. Box 932 P.O. Box 5749 San Marcos, Texas 78667 Killeen, Texas 76544 (512) 396 -0283 (817) 699 -1126 WACO 2000 South 15th St. P.O. Box 1994 Waco, Texas 76703 (817) 754 -0369 WICHITA FALLS 507 Beverly Drive P.O. Box 938 Wichita Falls, Texas 76307 (817) 322 -3952 1 1 1' 1! 1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing 1 Corporation L 1 1 APPENDIX 1 1 1 1 1 1 1 .1 1 Subgrade HMAC Surface Course Crushed Limestone • Base Material Lime Stabilized Subgrade CLAY (Stratum IIa) 3.5"' 24.0" 0.0" or 3.5' 20.0" -6.0" CLAY (Stratum la) 3.5"" 2L0" 0.0" or 3.5' 17.0" 6.0" SEVERELY WEATHERED/ WEATHERED LIMESTONE 3.5 "" 12.0" N/A 1 Z; TECTC 1 1 .! 1 1 1 1 1 1 August 4, 1994 City of Round Rock Department of Public Works 2008 Enterprise Drive Round Rock, Texas 78664 Attention: Mr. Al Wille, P.E. TRINITY ENGINEERING TESTING CORPORATION 5601 MANOR WOAD P.O. SOX 572 AUSTIN. TEXAS 75757 NI2/936 -66so Reference: Additional Services Gattis School Road Phase III Street & Drainage Improvements Round Rock, Texas Dear Mr. Wille: We have completed the requested modifications to our pavement thickness design based on revised traffic estimates. The following table reflects the recommended thickness designs utilizing an 18 -kip single axle load equivalent of 1,020,000 as you requested. All other design criteria was identical to that used in the original thickness design. *Indicates minimum thickness as per City of Round Rock requirements. The above design table was formulated using AASHTO design procedures. As a check, the designs were compared to the TEX- 117 -E and City of Austin procedures. Both methods produced thicknesses within two inches of those shown in the table. A. NATIONAL SOCIETY OF PROFESSIONAL ENGINEERS AMERICAN SOCIETY FOR TESTING AND MATERIALS AMERICAN WELDING SOCIETY AMERICAN CONCRETE INSTITUTE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Mr. Al Wille, P.E. August 4, 1994 Page 2 Please call if you have any questions. Our invoice is included for your review and payment. Sincerely, TRINITY ENGINEERING TESTING CORPORATION Colin J. Young, E.I.T. Staff Geotechnical Engineer Enclosure Au-3204.1 s B. Yates,4f., P.E. Manager of Geotechnical Services is 7i. .•� 4 i �i , LEWI �. YTE moo: p 45836 ;: f T ... e0 vS 11 1' I4 w Yr ' Trinity Engineering Testing 1 Corporation 1 1 GEOTECHNICAL INVESTIGATION 1 GAT11S SCHOOL ROAD 1 PHASE III STREET AND DRAINAGE IMPROVEMENTS 1 ROUND ROCK, TEXAS 1 1 1 prepared for 1 CITY OF ROUND ROCK, TEXAS 1 and 1 BAKER - AICKLEN & ASSOCIATES, INC. I AUSTIN, TEXAS 1 DECEMBER 1993 COL1N J. YOUNG, E.LT. PROJECTNO.AU -3253 1 1 1 1 1 1 1 1 .1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation INTRODUCTION IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT TABLE OF CONTENTS PAGE General 1 Subsurface Exploration 2 Laboratory Tests 2 SUBSURFACE MATERIALS AND CONDTI1ONS Site Geology 4 Stratigraphy 5 Subsurface Material Characteristics 6 Subsurface Water 7 PAVEMENT DESIGN AND CONSTRUCTION CRITERIA Design Considerations a Subgrade Support Characteristics 8 Traffic Considerations 9 Flexible Pavement Thickness Design 9 Pavement on Expansive Soils 9 Embankment Material 10 Specifications 10 GEOTECHNICAL CONSIDERATIONS General 11 Concrete Box Culverts 11 Storm Sewer Trench 12 LIMITATIONS OF THIS INVESTIGATION 14 REFERENCES 15 APPENDIX 1 1 1 1 1 1 . 1 1 1 1 r 1 1 1 1 1 Trinity Engineering Testing Corporation IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT As the client of a consulting geotechnical engineer. you should know that site subsurface conditions cause more construction problems than any other factor. ASFE/The Association of Engineering Firms Practicing in the Geosctences offers the following suggestions and observations to help you manage your risks. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT- SPECIFIC FACTORS Your geotechnical engineenng report is based on a subsurface exploration plan designed to consider a unique set of protect- specific factors. These factors typically include. the general nature of the structure involved. its size. and configuration; the location of the structure on the site: other improvements. such as access roads. parking lots. and underground utilities: and the additional nsk created by scope -of- service limitations imposed by the client. To help avoid costly problems. ask your geotechnical engineer to evaluate how factors that change subsequent to the date of the report may affect the report's recommendations Unless your geotechnical engineer indicates otherwise. do not use your geotechnical engineering report • when the nature of the proposed structure is changed. for example, if an office building will be erected instead of a parking garage. or a refngerated warehouse will be built instead of an unrefrigerated one: • when the size. elevation. or configuration of the proposed structure is altered: • when the location or orientation of the proposed structure is modified: • when there is a change of ownership; or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems that may occur if they are not consulted after factors considered in their report's development have changed SUBSURFACE CONDITIONS CAN CHANGE A geotechnical engineering report is based on condi- tions that existed at the time of subsurface exploration. Do not base construction decisions on a geotechnical engineering report whose adequacy may have been affected by time Speak with your geotechnical consult- ant to leam if additional tests are advisable before construction starts.Note, too, that additional tests may be required when subsurface conditions are affected by construction operations at or adjacent to the site. or by natural events such as floods. earthquakes. or ground water fluctuations. Keep your geotechnical consultant appnsed of any such events MOST GEOTECHNICAL FINDINGS ARE PROFESSIONAL JUDGMENTS Site exploration identifies actual subsurface conditions only at those points where samples are taken The data were extrapolated by your geotechnical engineer who then applied judgment to render an opinion about overall subsurface conditions The actual interface between materials may be far more gradual or abrupt than your report indicates Actual conditions in areas not sampled may differ from those predicted in your report While nothing can be done to prevent such situations, you and your geotechnical engineer can work together to help minimize their impact Retaining your geotechnical engineer to observe construction can be particularly beneficial in this respect A REPORTS RECOMMENDATIONS CAN ONLY BE PRELIMINARY The construction recommendations included in your geotechnical engineer's report are preliminary, because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site Because actual subsurface conditions can be discerned only during earthwork you should retain your geo- technical engineer to observe actual conditions and to finalize recommendations Only the geotechnical engineer who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations are valid and whether or not the contractor is abiding by appli- cable recommendations. The geotechnical engineer who developed your report cannot assume responsibility or liability for the adequacy of the report's recommenda- tions if another party is retained to observe construction. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Consulting geotechnical engineers prepare reports to meet the specific needs of specific individuals A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise. your geotechnical engineer prepared your report expressly for you and expressly for purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the geotechnical engineer No party should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. GEOENVIRONMENTAL CONCERNS ARE NOT AT ISSUE Your geotechnical engineering report is not likely to relate any findings. conclusions, or recommendations 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 aeout the potential for hazardous materials existing at :he site The eoutoment. tecnntoues, ana personnel used to perform a geoenvironmentai exploration alffer substantially from those applied in geotechnicar engineering Contamination can create mayor risks ,f >ou have no information about the potential for your site being contaminated. you are aavised to speak with your geotechnrcal consultant for information relating to geoenvlronmental Issues A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report To help avoid misinterpretations, retain your geotechnical engineer to work with other proiect design professionals who are affected by the geotechnical report Have your geotech- nicat engineer explain report implications to design professionals affected by them. and then review those design professionals' plans and specifications to see how they have incorporated geotechnical factors Although certain other design professionals may be fam- iliar with geotechnical concerns. none knows as much about them as a competent geotechnical engineer. BORING LOGS SHOULD NOT BE SEPARATED FROM THE REPORT Geotechnical engineers develop final boring logs based upon their interpretation of the field logs (assembled by site personnel) and laboratory evaluation of field samples. Geotechnical engineers customarily include only final boring logs in their reports. Final boring logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. Although photographic reproduction eliminates this problem. it does nothing to minimize the possibility of contractors misinterpreting the logs during bid preparation. When this occurs. delays. disputes. and unanticipated costs are the all- too - frequent result To minimize the likelihood of boring log misinterpreta- tion. give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use I If access is provided only to the report prepared for you. you should advise contractors of the report's limitations. assuming that a contractor was not one of the specific persons for whom the report was prepared and that developing construction cost esti- .a:es .vas not one or the specnc curocses :or 'Amu. : as oreparea In etner words .1 rile a contractor ,mac Imoortant know reage rrom a report preparea for another party the contractor wouid be advisea to Discuss the report with your geotecnnicai engineer ana :o cerrcrm the adaitional or alternative work that the contractor believes may be needed to obtain the data specifically appropriate for construction cost estimating purposes I Some clients believe tnat it Is unwise or unnecessary to give contractors access to their geo- tecnnical engineering reports because they Hold the mistaken impression that simply disclaiming responsi- bility for the accuracy of subsurface information always insulates them from attendant liability Providing the best available information to contractors helps prevent costly construction problems It also helps reduce the adversarial attitudes that can aggravate problems to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion. it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical engineers To help prevent this problem. geotechnical engineers have developed a number of clauses for use in their contracts. reports. and other documents. Responsi- bility clauses are not exculpatory clauses designed to transfer geotechnical engineers liabilities to other parties. Instead. they are definitive clauses that identify where geotechnical engineers responsibilities begin and end Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your geotechnical engineering report. Read them closely, Your geotechnical engineer will be pleased to give full and frank answers to any questions. RELY ON THE GEOTECHNICAL ENGINEER FOR ADDITIONAL ASSISTANCE Most ASFE- member consulting geotechnical engineer- ing firms are familiar with a variety of techniques and • approaches that can be used to help reduce risks for all parties to a construction protect. from design through construction. Speak with your geotechnical engineer not only about geotechnical issues. but others as well. to learn about approaches that may be of genuine benefit You may also wish to obtain certain ASFE publications Contact a member of ASFE of ASFE for a complimentary directory of ASFE publications ASFE THE ASSOCIATION PRACTICING IN THE GEOSCIENCES 8811 COLESV1LLE ROAD /SUITE G106/SILVER SPRING, MD 20910 TELEPHONE- 301/565 -2733 FACSIMILE. 301/589 -2017 Cocvright lo02 by ASFE Inc Unless ASFE grants specific permission to do so ououcat,on of this document by any means wnatsoever s expressly pronibiteo ye - use of the wording in this document In wnole Of In pall 3150 i5 expressly prOnroiteo a.. -.o ^'ay oe done only 4un the express oefm,SS on or ASFE or for purposes of review or ScnOtanV resection 5PCO592A'3 5M Trinity 1 Engineering Testing Corporation 1 GEOTECHNICAL INVESTIGATION GATTIS SCHOOL ROAD PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS 1 INTRODUCTION GENERAL This Investigation of subsurface materials and conditions for the proposed improvements of Gattis School Road was authorized on October 14, 1993 by the Mayor of Round Rock, the honorable Mr. Charles Culpepper. The Investigation was conducted in general accordance with our proposal /contract dated September 20, 1993. The site under investigation is a stretch of the present Gatt is School Road between South Creek Drive and County Road 122 In Round Rock, Texas as shown on Plate I in the Appendix. The purpose of this investigation has been to: Explore the subsurface materials and conditions present at selected truck accessible site locations along or near the proposed street alignments by core drilling and sampling; 1 Perform laboratory tests to classify the sots and evaluate the pavement support characteristics of the subsurface materials; and Analyze the results of field and laboratory tests to provide limited and specific pavement design and construction criteria for the proposed pavement reconstruction and geotechnical criteria for drainage culverts and utility trenches. 1 The report is divided into two major sections; i.e., a TEXT section followed by an APPENDIX. The TEXT 1 section contains descriptive information regarding the field operations and laboratory testing as well as results and recommendations based on interpretations of field and laboratory results. The APPENDIX 1 immediately follows the TEXT and contains site and boring location maps, laboratory test results, and boring Togs. Therefore, this report contains both factual data and interpretation of the data and It Is 1 recommended that the data and interpretation not be separated. 1 1 1 r 1 1 - 1 1 1 1 1 1 1 1 ,1 1 1 1 Trinity Engineering Testing Corporation 2 SUBSURFACE EXPLORATION: Subsurface materials at the site were explored by twenty -seven (27) core borings which were advanced to depths between 9.5 -feet and 15.5 -feet below existing grade. The drilling operations were conducted between November 4 and November 8, 1993. The approximate boring locations are shown on the attached Plates I and Ila - Ilf. The field operations were conducted using a truck mounted rotary drilling rig. The horizontal and vertical locations of the borings were not surveyed. Horizontal boring locations were estimated In the field using preliminary site plans provided by Baker - Alcklen in conjunction with landmarks such as buildings, streets and fence lines . Vertical elevations of the borings were estimated to the nearest 1 -foot based on site topographic maps provided by Baker - Aicklen. The drilling procedures for the borings consisted of the following: Cohesive Soils: Continuous sampling using hydraulically advanced 3 -Inch diameter, thin - wall steel tube samplers until refusal; and Rock -Like Materials: Continuous rotary core sampling using an NX -size, double -tube core barrel equipped with a diamond Insert cutting bit. All samples of the subsurface materials were extruded from the samplers In the field, classified visually, and labeled as to location and depth. Undisturbed push -tube and core samples were wrapped in plastic sheeting to minimize moisture changes. Disturbed samples were placed In plastic bags. All samples were arranged in core boxes and transported to the laboratory for further analysis. During the field operations, the borings were observed for subsurface water prior to using drilling fluid while advancing the hole. These observations are noted at the bottom of each boring log and are discussed in subsequent sections of this report. M of the core borings were filled and plugged upon completion. LABORATORY INVESTIGATION: All samples of subsurface materials from the borings were visually examined and classified in the laboratory. Liquid and plastic limit tests and No. 200 -mesh sieve tests were performed on selected soil samples to establish index properties and grain size characteristics, and to properly classify the soils according to the UnHied Soil Classification System. The results of these tests expressed as Liquid Limit, Plasticity Index, and percent passing the 200 -mesh sieve (fines) are summarized on Plate 111 in Appendix A and are also shown on the Log of Boring sheets under the "Test Results° column as "LL ", "PI ", and "F". costarmity 1 Engineering Testing Corporation 3 ' Strength properties of the cohesive soils were evaluated through the use of unconfined compression tests on selected push -tube samples. The results of these tests are summarized on Plate III and on the 1 Log of Boring sheets under the 'Test Results" column where they are preceded by the letter 'q ". 1 During the logging process, samples of cohesive soils obtained by thin - walled samplers were subjected to pocket penetrometer tests to evaluate the relative consistency of those soils. The pocket penetrometer readings, which are reported In tons per square foot, are shown on the Log of Boring sheets under the 'Test Results" column where they are preceded by the letter "p ". Readings shown as "4.5 +" Indicate that the capacity of the device was exceeded. The rock -like material was qualitatively evaluated using the Rock Quality Designation (RQD) system, which Is a standard method for rating drill core qualityt The RQD values are shown on the Log of 1 Boring sheets in the column containing the symbol "RQD'. RQD Is defined as the sum of the lengths of pieces of rock core greater than or equal to four inches In a core run, divided by the total length of that core run. RQD Is expressed as a percentage and categorized according to the following table. 1 Classification of Rock by RQD Value 1 RQD Rock Quality less than 25 very poor I 25 - 50 poor 50 - 75 fair 75 - 90 good 90 - 100 excellent 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation SUBSURFACE MATERIALS AND CONDITIONS 4 SITE GEOLOGY: Based on local geologic maps and Iiterature of the Austin -Round Rock area and observation of the core recovered from the borings drilled for this investigation, the two primary geologic formations at the site are the Austin Group and the Eagle Ford Formation. The Austin Group has been subdivided Into seven formations, but for simplification the entire group is referred to as the Austin Chalk in this report. The Austin Chalk outcrops at the surface in borings B -5 through B -27 drilled for this Investigation and extends to various depths. The Eagle Ford Formation generally underlies the Austin Chalk but faulting and subsequent erosion has removed the Austin Chalk and exposed the Eagle Ford In the areas of borings B-1 through B-4. The Austin Chalk Is considered a relatively soft limestone, but Is the most widely used stratum for structural load support in the downtown Austin area as well as the University area, north - central and south - central Austin proper, Pflugerville and eastern Round Rock. Although the Austin Formation Is usually described as limestone, It is comprised of chalk, chalky limestone, limestone, and marl (a hard calcareous clay). The unweathered Austin Chalk Is gray to light gray in color. Weathering produces a tan to white color. More severe weathering near the surface creates a sod profile varying from dark fat clays, to lighter lean clays, to a soil /rock mbcture referred to as severely weathered limestone. The limestone is generally massive; however, faulting has produced discontinuities In the form of slickensided fractures and many seams and layers. The Eagle Ford Is the oldest and underlying geologic formation that is of concem beneath the site under study. This formation is composed of four distinct members that vary from hard, fissile shale at the top of the unit to a soft clay -shale at the bottom. The shale typically weathers to clay where the formation outcrops at the surface. The Eagle Ford Formation is softer, weaker, and has much less desirable geotechnical characteristics than the overlying Austin Chalk. Like the overlying Austin Chalk, the Eagle Ford is of Cretaceous Geologic Age. 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation 5 The site under Investigation is located within an area of inactive faults known as the Balcones Fault Zone. The site Is just east of an extension of a major fault referred to as the Mount Bonne!! Fault. Fault movements in the geologic past have produced fracture zones in the Austin Chalk limestone and Eagle Ford shale. Most of the movement In the Balcones Fault Zone occurred during Miocene time. No fault related movement has been observed in the cities of Round Rock or Austin during modem times and the area is in a Zone 0 seismic region. STRATIGRAPHY: Specific types and depths of subsurface strata observed In the borings drilled for this Investigation are shown on the individual Log of Boring sheets contained in the Appendix For discussion purposes, the subsurface materials have been divided Into six major strata types as described below. All of Stratum I Is part of the Austin Chalk and Stratum II is part of the Eagle Ford Formation. The thickness range and general descriptions are based solely on the materials observed In the borings drilled for this investigation. Stratum Thickness General Description la 0.0' - 6.5' Dark brown to grayish -brown CLAY; lb 0.0' - 3.0' Tan SEVERELY WEATHERED UMESTONE; lc 0.0' - 9.0'+ Tan WEATHERED UMESTONE; Id 0.0' - 9.3'+ Gray UMESTONE; Ila 0.0' - 14.9'+ Yellow -tan to olive -tan and gray CLAY; and lib 0.0' - 2.3'+ Gray SHALE Major deviations from the above general stratigraphy are as follows: I Pavement courses were observed in several borings and specific thicknesses are noted on the boring logs; and r 1 Stratum II was only observed In Borings B -1 through B -5. 1 1 1 1 1 1 . 1 1 1 1 1 1� 1 1 1 1 1 1 inTrinity Engineering Testing Corporation 6 SUBSURFACE MATERIAL CHARACTERISTICS: Based on the results of the field and laboratory tests conducted for this investigation and our previous experience with the same geologic formation and similar materials, the predominant strata have the following pertinent engineering properties: STRATUM la: Dark brown to grayish -brown CLAY Plasticity: High with a Liquid Limit ranging from 52 to 77; Strength /Consistency: Stiff to Very Stiff with unconfined compression test values ranging from 1.93 to 2.49 tsf; and Shrink /Swell Potential: Hiah to Very Hiah with a Plasticity Index ranging from 35 to 51; and Excavation Potentiall Easv; readily excavated with conventional earth moving equipment. STRATUM lb: SEVERELY WEATHERED UMESTONE Plasticity: Strength /Consistency: Shrink/Swell Potential: Excavation Potential Plasticity: Strength /Consistency: Shrink /Swell Potential: Excavation Potential< STRATUM Id: UMESTONE (GRAY) Plasticity: Strength /Consistency: Medium with a Liquid Limit ranging from 35 to 42; Stiff to Very Stiff; STRATUM lc: WEATHERED LIMESTONE (TAN) to Moderate based on a Plasticity Index ranging from 14 to 21, Low based on granular content; and Easv readily excavated with conventional earth moving equipment Non - Plastic in rock, in mariy zones; Very Low based on universal rock strength classification systems and unconfined compressive strengths ranging from 13.1 tsf to 243 tsf; None In rock, Low to Moderate In marty zones; and Mod to Difficult; generally rippable with heavy equipment but some layers may require blasting or hoe rams. Non-Plastic. Very Low to Low based on universal rock strength classification systems and unconfined compressive strengths ranging from 79.6 tsf to 252 tsf; 1 1 1 1 1 1 �1 1 1 1 1 1 1 1 1 1 1 1 1 mTrinity Engineering Testing Corporation Shrink /Swell Potential: Excavation Potenriall 21 : Plasticity: Strength /Consistency: Shrink /Swell Potential: Excavation Potential � None; and Moderate to Difficult; generally rippable with heavy equipment but some layers may require blasting or hoe rams. STRATUM Ila: Yellow -tan to olive -tan and gray CLAY Plasticity: High with a Liquid Limit ranging from 51 to 84; Strength /Consistency. t� to Hard with unconfined compressive strengths of 1.39 tsf to 5.95 tsf•, Shrink /Swell Potential: HIah to Very High with a Plasticity Index ranging from 34 to 56; Excavation Potential 2) : STRATUM llb: SHALE and Easy; readily excavated with conventional earth moving equipment Low to High; Very Low based on rock strength classifications to Very Hard based on soil classifications and an unconfined compressive strength of 15.3 tsf; Moderate to High; and Easy to Moderate; generally removed with conventional equipment. 7 SUBSURFACE WATER: All of the borings were observed for subsurface water before using drilling fluid to advance the holes and subsurface water was not observed within the depths explored. However, it is not unusual to encounter shallow groundwater during and after periods of rainfall. The water tends to percolate down through the surficial soils until encountering a relatively impervious limestone ledge or layer. Water also tends to fill the fractures and joints within the rock mass itself. The water observations conducted for this Investigation are very short-term and should not be interpreted as a groundwater study. However, the presence of shallow groundwater could affect construction of the roads and utilities in this area as well as the long -term performance of the pavement. If shallow groundwater is present during the construction period, then temporary or permanent subsurface drain systems may be required. 1 1 1 1 1 1 �1 1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation PAVEMENT DESIGN AND CONSTRUCTION CRITERIA 8 DESIGN CONSIDERATIONS: The performance of the pavement for the planned roadway reconstruction depends on several factors, including: - The characteristics of the supporting subgrade; - The magnitude and frequency of wheel load applications; - The quality of available construction materials; and The pavement design life SUBGRADE SUPPORT CHARACTERISTICS: The complex site geology has created essentially 3 subgrade conditions varying from very poor to very good. The area west of boring 8 -5 will be a highly expansive CLAY (Stratum Ila) subgrade, and the roadway section east of this location will be either a CLAY (Stratum la) or a SEVERELY WEATHERED/WEATHERED LIMESTONE (Stratum Ib /Ic) subgrade. Consequently, thickness designs for each of the 3 subgrade types are given. The transition between Stratum 1 and 11 near boring B -5 may be subtle and will probably require subgrade verification assistance by the geotechnlcal engineer at the time of construction. For cost estimating purposes, this transltion may be assumed to occur around Station 89 +00. The pavement support characteristics of the 3 subgrades were estimated from correlations developed by Trinity Engineering Testing Corporation (TETCO) between soil index properties and Texas triaxial values (TxDOT Test Method TEX- 117 -E) and from correlations presented in the literature between soil index properties and resilient modulus values. The results are summarized below. SUBGRADE SUPPORT CHARACTERISTICS Texas Trlaxial Value Resilient Modulus. osi CLAY (Stratum 11a) 5 8 3,500 CLAY (Stratum la) 5 2 4,500 SEVERELY WEATHERED/ WEATHERED LIMESTONE 3 0 12,000 1 Trinity ' Engineering Testing Corporation 1 1 1 1 -1 1 1 1 1 1 1 1 1 1 1 1 1 9 TRAFFIC CONSIDERATIONS: Based on the City of Round Rock Pavement Design Standards and discussions with the Civil Consultant, the new roadway section will be classified as a "Major Thoroughfare ". The following traffic design criteria are based on the City of Round Rock requirements: 1. Total Equivalent 18 -kip single Aide Load Application 1,500,000 2. Load Frequency Design Factor 1.15 3. Wheel Design Load (ATDH) 12 kips FLEXIBLE PAVEMENT THICKNESS DESIGN: Pavement designs have been determined for each of previously described subgrade using the AASHTO computerized pavement design manual The preceding subgrade and traffic characteristics were used in the analyses. The recommended pavement sections are as follows: Crushed Lime HMAC Surface Limestone Stabilized Subarade Course Base Material Subarade CLAY (Stratum lia) 3.5'* 26.0" 0.0" or 3.5'* 22.0' 6.0" CLAY (Stratum la) 3.5 "* 23.0" 0.0" or 3.5 "* 19.0" 6.0" SEVERELY WEATHERED/ WEATHERED LIMESTONE 3.5 "* 12.0" N/A * Indicates minimum thickness requirements based on Round Rock standards. The Stratum la CLAY (east of boring B -5) will probably occur In discontinuous patches or pockets after grading. In fact, much of this stratum may be completely removed, exposing the rock subgrade. Therefore. a pavement section including the lime stabilized subgrade may not be feasible from an economic and /or construction standpoint on this particular subgrade and section of roadway. PAVEMENT ON EXPANSIVE SOILS: Pavement design methods are intended to provide an adequate thickness of structural materials over a particular subgrade, such that wheel loads are reduced to a level the subgrade can support. The support characteristics of the subgrade for flexible pavement design does not account for shrink and swell movements of an expansive clay subgrade such as the clay soils Lain Trinity Engineering Testing Corporation on this project. Thus, the pavement may be adequate from a structural standpoint, yet still experience cracking and deformation due to shrink /swell movement of the subgrade. It is therefore important to minimize moisture changes in the subgrade to reduce shrink /swell movements. The pavement and adjacent areas should be well drained. Proper maintenance should be performed on cracks in the pavement surface to prevent water passing through to the base or subbase material. Extending the base material out about 5.0 feet from the edge of the pavement curb will also aid In reducing edge related cracking. Even with these precautions, some movements and related cracking may still occur, requiring periodic maintenance. EMBANKMENT MATERIAL Material used for roadway embankments should be a well graded. non - expansNe sot with sufficient binder for compaction purposes. Crushed Limestone Base Material Is excellent embankment material and certain on site materials (Stratum Ib, lc, Id) may be suitable for embankment material but should conform to the following specification: Maximum Aggregate 5 Inches Percent Retained on #4 Sieve 25 - 50 Percent Retained on #40 Sieve 50 - 75 Plasticity Index 5 - 15 The fill material should be compacted to a minimum of 95% percent of TEX- 113 -E maximum dry density at or near optimum moisture content. A maximum compacted lift thickness of six (6) Inches should be specified, with each lift tested for compliance prior to the addition of subsequent lifts. SPECIFICATIONS: The pavements should be specified, constructed and tested to meet the following requirements: 1. Hot -Mix Asphaltic Concrete Surface - TxDOT Item 340, Type C. 2. Crushed Limestone Base Material - TxDOT Item 247, Type A, Grade 2 or better. The material should be compacted in lifts not to exceed 6 Inches compacted thickness at a minimum of 100 percent of TEX- 113 -E maximum dry density. 3. Lime Stabilized Subgrade - TxDOT Item 260, with a lime content of 29 Ib /sq.yd /6 Inch treated lift. 4. Natural Subgrade - the natural subgrade that Is disturbed should be compacted to within a range of 93% to 97% of TEX- 113 -E maximum dry density at a moisture content range of - 1.0% to +2.0% of optimum moisture content. 10 1 1 1 1 1 1 �1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation GEOTECHNICAL CONSIDERATIONS 11 GENERAL This section of the report addresses design and construction aspects of items constructed In conjunction with the new pavement section of Bettis School Road. The following discussion is limited to specific items listed in our proposal. CONCRETE BOX CULVERTS: It Is our understanding that concrete box culverts will be placed below the pavement along stream beds or drainage basins. A total of five (5) culvert locations are planned at this time. Condftions were explored at each location by a core boring located as close as possible to the proposed location. Below Is a table summarizing the applicable foundation criteria for the five (5) culverts which are designated by station number. Allowable Potential Elevation at Associated Bearing Shrink /Swell Station Culvert Base Core Boring Bearing Material Capacity Movement 77 +75 714' B - 2 CLAY (Stratum Ila) 2,500 psf 3 - 4 Inches 88 +50 727' 6-5 SWLS* 4,000 psf < 1 Inch 93 +60 727' B-6 CLAY (Stratum la) 2,500 psf < 1 Inch 133 +90 725' B -14 CLAY (Stratum la) 2,500 psf < 1 Inch 174 +20 770' 6 -22 SWLS* 4,000 psf < 1 Inch * SEVERELY WEATHERED LIMESTONE The elevations In the table were taken directly from the site profile drawings provided by Baker- Alcklen. The bearing capacity, bearing material, and potential shrink /swell movement estimates are based on the results of the boring associated with each culvert location. Shrink swell movements are strictly estimates based on McDowell's Potential Vertical Rise (P.V.R.) method utilizing correlations between soil Index properties (Liquid Limit, Plasticity Index) and shrink /swell potential. It is clear that special design and construction procedures must be taken at Station 77 +75 to account for potential differential movements on the order of 3 to 4 Inches. In particular the foundation for the culvert(s) at this location should be a stiffened mat -type foundation designed to move as a single unit In response to the shrink /swell movements of the soil. Additionally, cracking of the pavement at the culvert boundaries should be anticipated. Expansion joints at these areas should be Included in the design to reduce the detrimental affects on the pavement. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation 12 Culverts at the other locations may be founded on conventional footings or concrete mats. Joints in the pavement along culvert boundaries may be desirable to account for relatively minor differential movements of the culverts at these four other locations. STORM SEWER TRENCH: We have been asked by the civil consultant to provide OSHA soil classifications and maximum allowable slopes for soil and rock materials that will likely be encountered during construction of a storm sewer line that will parallel the new roadway. The depth of the line will be approximately 8 to 10 feet below final grade. The sot and rock materials were classified according to the system given in Appendix A to Subpart P of 29 CFR Part 1926 The classifications and maximum allowable slopes are given in the following table: Maximum OSHA Stratum OSHA Soil TYPO Slooe (H:V1 la B 1:1 lb B 1:1 Ic B 1:1 Id A 3/4:1 Ila B 1:1 lib B 1:1 The classifications for all strata are based on conditions of material recovered from the boring at the time of the Investigation. If, during construction, free water is observed in the excavation face or bottom, all strata would be classified as Type C soils with a maximum allowable slope of 1 H:1V. The above slopes are valid only for excavations less than 20 -feet deep. The Contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state, and federal safety regulations including the current OSHA Excavation and Trench Safety Standards. Construction site safety generally is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing this Information solely as a service to our client. Under no circumstances should the Information provided herein be Interpreted to mean that TETCO is assuming responsibility for construction site safety or the Contractor's activities; such responsibility Is not being implied and should not be inferred. 1 Trinity Engineering Testing Corporation 1 1 1 1 . 1 1 1 1 1 i 1 1 1 1 1 1 13 In no case should slope height, slope inclination, or excavation depth, Including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Specifically, the current OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926 should be followed. It Is our understanding that these regulations are being strictly enforced and if they are not closely followed, the Owner and the Contractor could be liable for substantial penalties. The Contractor's "responsible person ", as defined in 29 CFR part 1926, should evaluate the sot exposed In the excavations as part of the Contractor's safety procedures. If an excavation, Including a trench, Is extended to a depth of more than twenty (20) feet, it will be necessary to have the side slopes designed by a professional engineer registered in the state of Texas. The Contractor's ''responsible person° should establish a minimum lateral distance from the crest of the slope for all vehicles and spoil piles. Likewise, the Contractor's "responsible person" should establish protective measures for exposed slope faces. i ®Trinity Engineering Testing Corporation As previously stated in the section entitled "Important Information About Your Geotechnical Engineering Report' located at the front of this report, the subsurface materials and conditions are known only at the specific boring locations and within the depths explored. Subsurface conditions have been extrapolated based on the known conditions, and actual field conditions may differ from those described in this report. We simply cannot guarantee that conditions elsewhere on the site will be the same as encountered at the boring locations. The potential for changing conditions is the reason 29 CFR Part • 1926 specifies that a "competent person" will make regular inspections of any trench excavations. In addition, the recommendations contained In this report are subject to revision based on site conditions as exposed during construction activities. For these reasons, we recommend that the geotechnical 1 consultant be retained through the construction stage to Identify variations in subsurface materials and conditions and to confirm that the recommendations contained In this report are applicable to subsurface ' conditions encountered elsewhere on the site. The scope of this investigation does rim include environmental evaluations of surface and subsurface conditions, and the lack of that infomtation in this report does LIM indicate an absence of potential environmental problems. The services provided by Trinity Engineering Testing Corporation (TETCO) In performing this Investigation do not include serving as the ° competent person" during construction of utility trenches. 1 Furthermore, TETCO Is not responsible for construction site safety, trench excavation design, or design of temporary shoring. 1 Respectfully submitted, TRINITY TESTING CORPORATION Colin J. Young, E 1 1 1 Staff Geotechnical Engineer December 29, 1993 Au -3284 IJMITAIIONS OF THIS INVESTIGATION Lewis B. Yates, Jr., Manager of Geotethnical Services 14 1 ' M3311 Trinity Engineering Testing Corporation 1 REFERENCES 1 1 1 .1 1 1 1 1 1 1 1 1 1 ,1 1 1 Deere, D.U. & D.W. Deere, The Rock Quality Designation (RQD) Index in Practice,' In Rock Classification Systems for Engineering Purposes ASTM STP 984, ASTM, Philadelphia, 1988, pages 91 -101. Gamer, LE. & Young, KP., 'Environmental Geology of the Austin Area: An Aid to Urban Planning, Report of Investications No. 86, Bureau of Economic Geology, The University of Texas at Austin, Austin, Texas, 1976. Design Guidelines for Streets and Bridges, Travis County, Texas, January 14, 1986. Pavement Design Standards for Subdivisions in Round Rock, Ordnance No. 641, January 25, 1980. AASHTO Guide for Design of Pavement Structures, Washington, D.C., 1993. McDowell, Chester, The Relation of Laboratory Testing to Design for Pavements and Structures on Expansive Soils," Quarterly of the Colorado School of Mines, Volume 54, No. 4, October, 1959, pages 127 -153. Occupational Safety and health Administration, "Occupational Safety and Health Standards - Excavations; Final Rule ", Federal Register Volume 54, No. 209, October 31, 1989, 29 CFR Part 1926. 15 Trinity Engineering Testing Corporation GA7715 SCHOOL ROAD B -1 6 -2 8 -3 84 9-6 6-8 0 9 -7 9.8 0 9 8 - 10 9 -11 6 -12 9 -13 B -14 9-19 B -18 B -17 B -18 B -19 B -20 GATRS SCHOOL 50A0 9.21 9 -22 GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS B -23 B.24 LOCATION MAP 0 9.21 •- BORING LOCATION PLATE I ATrinity Engineering Testing Corporation GATTIS SCHOOL ROAD 70.00 1 11 86.00 U B -1 EXISTING PAVEMENT -4 70.00 f PROPOSED PAVEMENT EXISTING PAVEMENT ` PROPOSED PAVEMENT GATTIS SCHOOL ROAD GATTIS SCHOOL ROAD - PHASE 111 STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS B -5 90 .00 BORING LOCATIONS O O O O PLATE Ila 1 1 1 1 1 1 + 1 W ' Z 2 U 1 1 1 1 1 1 1 1 Aura Trinity Engineering Testing Corporation B -6 6 -9 1 ■ O O i 110 +00 GATTIS SCHOOL ROAD EXISTING PAVEMENT PROPOSED PAVEMENT J GATTIS SCHOOL ROAD B - 8 116 *00 PROPOSED PAVEMENT GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS 106+00 BORING LOCATIONS 0 0 H 00 z J 2 0 Q 2 O 0 + 0) PLATE Ilb mTrinity Engineering Testing Corporation 0 0 a) O O + 1*) Z - J 0 Q 120.00 B -12 GATTIS SCHOOL ROAD 126. 0 0 \ / 1 / I � I � I I I I ?I • MISTING PAVEMENT B - 13 4 PROPOSED PAVEMENT GATTIS SCHOOL ROAD _-- --- - - - - -- 140.00 ------ - - -- N - 136.00 \ _�------ -- - - - - - -- ------- - - - - - B -15 130.00 PROPOSED PAVEMENT EXISTING PAVEMENT GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS BORING LOCATIONS PLATE llc � t Engineering Testing Corporation B -16 GATTIS SCHOOL ROAD B -17 ¢ 1604-00 B -19 180 +00 GATTIS SCHOOL ROAD B - 20 PROPOSED PAVEMENT (....---- 186.00 EXISTING PAVEMENT PROPOSED PAVEMENT B -18 166 +00 GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS BORING LOCATIONS EXISTING PAVEMENT — — - -- 1 70 +0 ---- ------- - --_�� B -21� PLATE Ild 1 1 1 1 1 1 1 1 1 I Nffiff 1 1 1 1 1 1 1 Trinity Engineering ing Corporation O t co w J 106 EXISTING PAVEMENT EXISTING PAVEMENT B -26 — — _ 100 .00 �4_ __� __ /�' — - - — _ — — — _ _ _ GATT /S SCHOOL ROAD I PROPOSED PAVEMENT -- B -26 GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS BORING LOCATIONS 1 PLATE Ile 1 nTrinity ' Engineering Testing Corporation 1 1 1 1 -1 1 1 1 - _ - EXISTING PAVEMENT 1 1 1 1 1 1 .1 1 1 PROPOSED PAVEMENT GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS BORING LOCATIONS GATTIS SCHOOL ROAD B-27 PLATE Ilf Trinity Engineering Testing Corporation GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS 1 1 1 1 1 1 .1 1 1 1 1 1 1 1 Sample Boring Depth LL Number (k•)_ SUMMARY OF LABORATORY TEST RESULTS P12 -2003 MC4 UDWS Gus Abbreviated f%). u u _D& L. USCS Description 1 1.8 - 3.5 65 36 94 39.0 -- CH CLAY 6.5 - 8.0 59 39 91 31.7 -- -- CH CLAY 9.5 - 10.5 - - -- 22.5 98.1 1.51 -- CLAY 2 3.5 - 5.0 -- -- -- 22.2 103.2 2.41 -- CLAY 5.0 - 6.5 51 34 83 19.5 - -- CH CLAY , 6.5 - 8.0 -- -- -- 19.8 107.2 1.39 -- CLAY 12.5 - 14.0 84 56 100 33.5 - -- CH CLAY 3 0.7 - 2.0 66 38 94 24.5 CH CLAY 6.5 - 7.5 37 21 53 17.1 -- CL SANDY CLAY 4 0.0 - 2.0 68 40 90 21.7 -- - CH CLAY 3.5 - 5.0 - - -- 16.7 101.5 5.95 - CLAY 8.0 - 9.5 - -- 26.3 94.7 2.64 - CLAY 5 5.3 - 6.4 - - - - - 215 WEATHERED UMESTONE 12.5 - 13.6 - - - - 15.3 SHALE 6 0.0 - 2.0 64 36 93 26.4 - - CH CLAY 5.0 - 6.5 52 30 68 20.7 - - CH CLAY 10.6 - 11.4 -- -- - - - 243 -- WEATHERED UMESTONE 7 2.0 - 2.7 37 16 50 9.8 - SC /GC SEVERELY WEATHERED LIMESTONE 8.0 - 8.8 - - 79.6 LIMESTONE 8 4.4 - 5.1 - - - - - 137 WEATHERED UMESTONE 9 0.0 - 2.0 77 51 92 34.0 - - CH CLAY 10.2 - 12.0 -- - - - - 125 -- LIMESTONE 10 0.5 - 2.0 -- 34.3 84.5 2.06 - CLAY 8.8 - 9.9 - - - - 197 WEATHERED UMESTONE 11 0.0 - 2.0 58 35 90 14.7 • - - CH CLAY 2.0 - 2.8 42 21 37 4.9 - GC SEVERELY WEATHERED UMESTONE 11.0 - 12.0 - - - 224 - WEATHERED LIMESTONE 12 8.1 - 9.2 - 153 - WEATHERED LIMESTONE 1 LIQUID UMrr 2 PLASTICITY INDEX 3 % PASSING #200 SIEVE 4 MOISTURE CONTENT 5 UNIT DRY WEIGHT 6 UNCONFINED COMPRESSNE STRENGTH 7 LINIFIED SOIL CLASSIFICATION 1 PLATE Ilia 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 cuiLTrinity Engineering Testing Corporation GATTIS SCHOOL ROAD - PHASE III STREET AND DRAINAGE IMPROVEMENTS ROUND ROCK, TEXAS SUMMARY OF LABORATORY TEST RESULTS Sample Boring Depth 11 PI -200 MC UDW Ou Abbreviated • Number (k.) 20. j� (%) ( %) (pcf) (tsfl USCS Description 13 5.3 - 6.1 - - - 195 WEATHERED LIMESTONE 14 2.0 - 3.5 - -- 11.4 94.2 2.49 - CLAY 5.0 - 5.6 -- 11.9 119.9 5.04 - SEVERELY WEATHERED LIMESTONE 17 8.7 - 9.5 - 128 WEATHERED UMESTONE 18 0.0 - 1.4 36 15 32 13.3 -- - GC SEVERELY WEATHERED LIMESTONE 19 4.5 - 5.5 - - 194 WEATHERED LIMESTONE 21 8.7 - 9.5 - - 13.1 - WEATHERED LIMESTONE 22 2.0 - 3.5 35 14 70 7.0 - CL SEVERELY WEATHERED LIMESTONE 12.2 - 13.0 - - - - 252 - UMESTONE 23 10.6 - 12.3 - - 230 -- UMESTONE 25 3.5 - 4.2 -- 13.8 117.9 3.58 SEVERELY WEATHERED UMESTONE 26 0.0 - 2.0 -- 23.8 89.1 1.93 CLAY 27 2.0 - 3.5 72 45 88 29.3 - - CH CLAY 5.0 - 6.4 40 25 71 14.3 - - CL SEVERELY WEATHERED LIMESTONE 8.5 - 9.7 - 130.9 -- WEATHERED UMESTONE 1 LIQUID LIMIT 2 PLASTICRY INDEX 3 % PASSING #200 SIEVE 4 MOISTURE CONTENT 5 UNIT DRY WEIGHT 6 UNCONFINED COMPRESSIVE STRENGTH T UNIFIED SOIL CLASSIFICATION PLATE Ilib DEPTH FEET O CO 2 >- 2 w < H w M ATERIAL � CC DESCRIPTION ROCK CORE REC. /ROD % *A313 DEPTH — UND6TURaED PUSH TUBE SAMPLE _ SPLfT SPOON SAMPLE — DISTURBED SAMPLE — —5 No SAMPLE - - p 3. 0 -...-- POCKET PENETROMETER (ts0 - - o LL27 7 i Lam — P 112 ( PlASTICITYWOEX WATER SU RFACE — F59% J PERCENT FINES(PASSU.G NO 300 SIEVE) _ DATE - - N35 --- STANDARDPENETRATKJN RESISTANCE - 93 - 10 N — y W y � CORE SAMPLE Ni INCHES LONG) ROCK CORE • 26 — N • q 169 --- UNCONFINED COMPRESSION (W) — — T100 ---- TEXAS CONE PENETRATION — 15 =2" — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TYPICAL SOIL AND ROCK SYMBOLS M1 Iri7J. Tr Engineering Testing Corporation Well- Graded Gravel (GW) Poorly- Graded Gravel (GP) Silty Gravel (GM) Clayey Gravel (GC) Well- Graded Sand (SW) Poorly- Graded Sand (SP) EXPLANATION OF SYMBOLS AND TERMS USED ON LOGS OF BORINGS 174 0111 Silty Sand (SM) Clayey Sand (SC) Silt (ML) Lean Clay (CL) Elastic Silt (MH) Fat Clay (CH) DEGREE OF WEATHERING Unweathered .. Rock in its natural state without visible sign of decomposition or - discoloration Slightly Weathered .... Slight discoloration without visible sign of decomposition Weathered .... Complete discoloration with zones of slightly decomposed rock Severely Weathered .... Complete discoloration and decom- position. approaching soil texture and appearance 2 Sandy Shale t y. Ili Sandstone Conglomerate Caliche yik Shale Weathered Shale • P 1 4 Limestone Shaley Limestone Weathered Limestone Dolomite Fill Material Asphaltic Concrete SOIL STRUCTURE Calcareous .... Containing calcium carbonate Slickensided ... The presence of planes of weakness having a slick and glossy appearance Fissured Breaks along definite planes of fracture with little resistance to fracturing Laminated . Alternating thin layers or lenses of varying material or color Interbedded Alternating layers of varying material The Log of Boring is a representation of the subsurface materials at the specific boring location and within the depth explored. The transition between strata may be gradual and variations in material types and depths between borings can be expected. Water level observations represent those conditions at the time of exploration and may vary with time and location on the site. DEPTH FEET SYMBOL SAMPLE TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC. /ROD % Est. 737.0 DEPTH - _ __ _ — — — — __ —10 — ).'o: ;oC LL 65 • PI 36 F 94% p4.5+ — p3.0 LL 59 • PI 39 F 91% . a4.0 4 151 21/2" SURFACE COURSE 15" BASE MATERIAL 734.0 _ CLAY; yellow -tan to light gray, iron stains, fractured, silt seams 726.5 _ _ _ --- _ _ _ _ _ — — — — — — Total Depth of Boring = 10.5 ft. Note: Boring was advanced to 10.5 feet below the ground surface without using drilling fluid and ground water was not encountered above that depth. 1 1 1 1 1 1 1 1 1. 1 1 1 1 1 1 1 Engineering Testing Corporation Project: GATTIS SCHOOL ROAD PHASE 3 Location: Round Rock, Texas Date: 11 -08 -93 LOG OF BORING Type: Push Tube Boring No: DEPTH FEET SYMBOL SAMPLE TEST RESULTS • MATERIAL DESCRIPTION ROCK CORE REC. /ROD % iu Est. 717.0 H1d30 -_ - - — - __ — __ — __ -- - 10 -- — — — — .. ; / lo 11/ 000 A I p2.25 • p 2.5 p2.5 g2.41 p3.0 LL 51 PI 34 F 83% g1.39 p2.75 p1.5 p4.0 p1.0 LL 84 PI 56 F 100% BASE MATERIAL; tan 716.4 — _ — — _ — — — — _ _ — --- — — — — — — — _ _ CLAY; dark brown above 5 -feet, yellow -tan and gray from 5 to 15.5 -feet, iron stained fractures, laminer structure 701.5 • __ __ __ Total Depth of Boring = 15.5 ft. Note: Boring was advanced to 15.5 feet below the ground surface without using drilling fluid and ground water was not encountered above that depth. Engineering Testing Corporation 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' Project ,Location: GATTIS SCHOOL ROAD - PHASE 3 Round Rock, Texas Date: 11 -08 -93 LOG OF BORING Type: Push Tube Boring No: 2 DEPTH FEET SYMBOL SAMPLE TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC. /Roo % Est. 737.0 DEPTH _ -- - - — - — 5 - - - _ A � , LL 66 • PI 38 F 94% p4.5+ — p4.5+ LL 37 • PI 21 F 53% p4.5+ p4.5+ Al" SURFACE COURSE 7" BASE MATERIAL 736.3 = - '- — - — - - - — - - — - - - CLAY; brown to 2 -feet, orange -tan to olive- tan from 2 to 9.5 feet, occasional silt and fine sand layers, fractured, laminar structure -- sandy layer • 727.5 — 10 -- - — - - - Total Depth of Boring = 9.5 ft. Note: Boring was advanced to 9.5 feet below the ground surface without using drilling fluid and ground water was not encountered above that depth. • 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 Engineering Testing Corporation Project GATTIS SCHOOL ROAD - PHASE 3 Location:Round Rock, Texas Date: 11 -08 -93 LOG OF BORING Type: Push Tube Boring No: 3 DEPTH FEET SYMBOL SAMPLE TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC./ROD % W Est. 734.0 DEPTH I — LL 68 - - . PI 40 — -- F 90% CLAY; dark brown to 5 - feet, olive - tan from — — — 5 to 11 feet, fractured, iron stained - - silt seams — — p4.5+ — — • q5.95 - — 5 — — p4.5+ — — — p4.5+ __ • q2.64 — ---10 — p4.5+ — 719.0 Total Depth of Boring = 11.0 ft. — Note: Boring was advanced to 11.0 feet — below the ground surface without _ — using drilling fluid and ground - water was not encountered above - — that depth. — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -08 -93 LOG OF BORING Type: Push Tube Boring No: 4 FZ-rj m .a. w w F. •i w pLL r ¢ CO CO w 2 MATERIAL DESCRIPTION ROCK CORE REC./ROD % w Est. 730.0 DEPTH __ — — __ m' p2.5 p4.5+ p4.5+ q215 q15.3 CLAY; dark brown with weathered limestone fragments 726.7 — — _ — _ - — — - — — — - — — — — _ — — — — — SEVERELY WEATHERED LIMESTONE; tan 726.0 — n �� , — HEN — 5 ' — III — ■ IL - RINU — M1 vI - M1 — �! — 10 �' — — 1 •1l1 - vfl — MN y ' — — WEATHERED LIMESTONE; tan, occasional softer • marly layers 722.7 96 S LIMESTONE; gray - 717.7 SHALE; gray 715.5 — 15 _ — _ Total Depth of Boring = 14.5 ft. Note: Boring was advanced to 4.0 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. • 1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas LOG OF BORING Date: 11 -08 -93 Type: Push Tube /Core Boring No: 5 I— LU LL O CO > O. y F•J w 5' F W x DESCRIPTION ROCK CORE REC. /Roo % w Est. 733.0 H1daa — — -_ — ET — 5 — -- r / . LL 64 PI 36 F 83% p2 0 p2.5 p2.5 LL 52 PI 30 F 68% q243 CLAY; dark grayish -brown with weathered limestone fragments, shell fragments • 726.3 — — —_ — - - - - — — — - — 10 — - - - — — • WEATHERED LIMESTONE; tan, alternating softer marly layers, horizontal fractures 721.3 100 56 • LIMESTONE; gray 718.0 I I I I I I 15 — - - - _ Total Depth of Boring = 15.0 ft. Note: Boring was advanced to 6.6 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. _ - - - — _ Trinity Engineering Testing Corporation 1 1 1 1 • 1 • 1 1 1 1 1 1 Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -03 -93 LOG OF BORING Type: Push Tube /Core Boring No: 6 w w O O y u) Fti w F W CC MATERIAL DESCRIPTION ROCK CORE REC. /ROD % cn P N r* ELEV. 0 H1d30 — — - — — = - 5 — — - - - 10 / p4.5+ LL 37 PI 16 F 50% q79.6 CLAY; dark grayish -brown with weathered limestone fragments 739.0 _ - • SEVERELY WEATHERED LIMESTONE; tan 738.0 — - — — - - - — — — — — — • WEATHERED LIMESTONE; tan, with alternating softer marly layers 88 42 733.5 II LIMESTONE; gray 731.0 1 100 100 I I I I I — — — — — — Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 2.7 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. • 1 -1 1 1 1 1 1 1 1 ,1 1 1 1 1, 1 ®Tr in i ty Engineering Testing Corporation Project GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -08 -93 LOG OF BORING Type: Push Tube /Core Boring No: 7 DEPTH FEET O o> J g < 1 ... w m ~ s MATERIAL DESCRIPTIO ROCK CORE REC. /ROD % w Est. 754.0 H1d30 — __ = 5 — _ _— 10 q137 CLAY; brown 753.3 = — — SEVERELY WEATHERED LIMESTONE; tan 752.5 I f l!i MI III IMP !!� IN Mil I • WEATHERED LIMESTONE; tan with alternating softer marly layers, horizontal fractures 92 2g 746.7• 100 98 I LIMESTONE; gray 744.0 II I 1 I ' I _ __ _ _ Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 1.3 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. — — — ®Tr 1 Engineering Testing Corporation 1 1 1 1 1 1 1 t 1 1 1 1 1 1- 1 Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas LOG OF BORING Date: 11 - - Type :Push Tube /Core Boring No: 8 w 0 LL m � w n co 0) I— m MATERIAL DESCRIPTION ROCK CORE REC./ROD % w Est. 764.0 DEPTH __ — LL 77 PI 51 • F 92% p4.5+ p4.5+ • q125 CLAY; dark grayish -brown 762.4 — IIIMU SEVERELY WEATHERED LIMESTONE; tan 761.5 - _ — — 5 - — __ _ — __ — - — 10 -- _ Rs 1 Y Al IIII ■!1 I �� NI 111 NOR IN !!1 = WEATHERED LIMESTONE; tan with alternating softer marly layers, fractured, occasional fossils 75 _ - — - _ — — — - - _ — 98 15 100 LIMESTONE; gray 752.0 I 1 I 1 — — 15 - - — Total Depth of Boring = 12.0 ft. Note: Boring was advanced to 2.9 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. 1 r 1 1 1. 1 1 1 1 1 1 1 1 Lama Trinity Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -05 -93 LOG OF BORING Type: Push Tube /Core Boring No: 9 S o n L to co 0- u y c ,_ t w n I-- ¢ MATERIAL DESCRIPTION ROCK CORE REC. /RQD % W Est. 766.0 H1d30 — ',.. 1/2" SURFACE COURSE, 5" BASE MATERIAL 765.5 __ . q2.06 CLAY; dark brown with weathered limestone fragments _ p 4 . 5+ 763.5 �j' P, SEVERELY WEATHERED LIMESTONE; tan 763.0 — 111 - - MI1 WEATHERED LIMESTONE; tan with alternating layers, fractures 70 - 5 1 softer marly vertical 15 — — ME — - N ' - - 1■!1 all - - 11 _ — -_ 1■11 - — 11)•1 ' q197 _ 10 1M1 93 — �1 53 _ __ SIM 754.0 — — Total Depth of Boring = 12.0 ft. _ — Note: Boring was advanced to 2.8 feet _ 15 below the ground surface prior to _ — using drilling fluid and ground - - water was not encountered above - - that depth. — 1 ,Trinity Engineering Testing Corporation 1 1 1 i 1 1 1 1 r. 1 1 1 Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -08 -93 LOG OF BORING Type: Push Tube /Core Boring No: 10 2 w w Ei w O 2 M 0 4t h u, us � 1- W ¢ MATERIAL DESCRIPTION ROCK CORE REC. /ROD % la Est. 756.0 H1d30 — — — — — - — — 10 — • PL 38 PI 35 F 90% LL 42 PI 21 F 37% q224 CLAY; dark grayish -brown 753.7 _ — --- — - — — _ — - — — SEVERELY WEATHERED LIMESTONE; tan 753.0 • WEATHERED LIMESTONE; tan, vertical fractures, occasional softer marly layers 96 63 744.0 100 88 — — - 15 _ Total Depth of Boring = 12.0 ft. Note: Boring was advanced to 2.8 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. 1 zinnTrinity Engineering Testing Corporation 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -05 -93 LOG OF BORING Type: Push Tube /Core Boring No: 11 r 51 w w 2 2 ci u CD a i co Cl) a ~ N MATERIAL DESCRIPTION ROCK CORE REC. /ROD % W Est. 742.0 I H1d3O _ , p4.5+ '153 CLAY; dark grayish -brown with weathered limestone fragments 740.5 — — _ — —_ - — — _ — _ — — — - - _ - - — :F= SEVERELY WEATHERED LIMESTONE; tan 740.0 — — iil1 _ NY — MN — MI — N 11 — 5 IRON - ■1 MY 1111 — MIN __ Ell _ BIM • — !MINI — 10 1i1 _ NM WEATHERED LIMESTONE; tan, occasional softer marly layers, occasional angular fractures 84 13 731.0 100 98 — - - _ - 15 - Total Depth of Boring = 11.0 ft. Note: Boring was advanced to 1.9 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. 1 �mTrinity Engineering Testing Corporation 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -05 -93 LOG OF BORING Type:Push Tube /Core Boring No: 12 °LL o CO } g N F- CO m F. in CC MATERIAL DESCRIPTION ROCK CORE REC. /ROD % W Est. 734.0 DEPTH I — — , p4.5+ p4.5+ g195 CLAY; grayish -brown 732.4 — 1!I SEVERELY WEATHERED LIMESTONE: tan 731.7 _ — _ 5 — _ _ — - _ _— _ 10 IM i♦i A Mil 11 �` EH 1 NM in <11 MI Ili 1 MI • WEATHERED LIMESTONE; tan, occasional softer marly layers, fractured 90 47 724.5 — — — - — — — — - - - — 100 75 LIMESTONE; gray 722.5 1 I I — — - —15 - - Total Depth of Boring = 11.5 ft. Note: Boring was advanced to 2.3 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: LOG OF BORING 11 -05 -93 Type: Core Boring No: 13 O w O LL >, !¢ J f- 5 ■ w I- W MATERIAL DESCRIPTION ROCK CORE I REC. /RQD % • •W Est. 727.0 H1d30 — __ _ / _ 1111 YAM -- Rim p4.5+ • q2.49 p4.5 ' q5.04 CLAY; brown with weathered limestone fragments and pockets of severely weathered limestone 722.8 — — _ - - — _ - — — - SEVERELY WEATHERED LIMESTONE tan 721.0 - 1 t - Ink 111116 __ IIVI _ IVY __ 1 N. - MI _ 10 rY _ MN — Mt - IIU1 _ WEATHERED LIMESTONE; tan, occasional horizontal fractures 100 79 714.5 LIMESTONE; gray 712.0 _ I1 _ 1 II — 15 _ _ — -- — — Total Depth of Boring = 15.0 ft. Note: Boring was advanced to 5.6 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. _ — — — — 1 Trinity Engineering Testing - Corporation 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date:11 -05 -93 LOG OF BORING Type: Core Boring No: 14 H W O n w w co LL y < F t w m 1- x W MATERIAL DESCRIPTION ROCK CORE REC. /ROD % w Est. 736.0 H1d30 _ / p4.5+ CLAY; dark brown 734.3 — — Sil p4.5+ SEVERELY WEATHERED LIMESTONE; tan 733.0 — — Milli - - — 11M1 — — — MI WEATHERED LIMESTONE; tan, highly fractured — 5 i■ill above 6 -feet 100 __ INN 29 — MI — 1•Y — _ — 11!11 — — 1111 MU — _ 111.1 — _ � _ — to NY — _ ME 100 — — MI loo — 1I11 laTil 1 � 724.0 — LIMESTONE; gray, fossiliferous — 721.0 _ — — 15 — Total Depth of Boring = 15.0 ft. — Note: Boring was advanced to 2.8 feet — below the ground surface prior to — _ using drilling fluid and ground — _ water was not encountered above — _ that depth. _ 1 1 1 1 $ 1 r 1 1 1 i 1 1 1 1 1 1 1 1 Project: Trinity Engineering Testing Corporation Location: GATTIS SCHOOL ROAD - PHASE 3 Round Rock, Texas LOG OF BORING Date: 11 -05 -93 Type: Core Boring No: 15 = w w Ell- O co y TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC. /ROD % Est. 762.0 DEPTH _ — 5 _ — — - - — — — io p4.5+ p4.5+ CLAY; dark brown 760.5 — — — — — - - — — — SEVERELY WEATHERED LIMESTONE; light tan 759.0 WEATHERED LIMESTONE; tan 92 93 757.7 LIMESTONE; gray 752.0 II 1 II I II I I I 100 100 1 1 1 1 1 — _ — - - _ Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 3.0 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. • - _ - - — — 1 1 1 1 1 1 1 1 1 1 1 1. 1 1 1 1 1 EnonTrimty Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas LOG OF BORING Date: 11 -04 -93 Type: Push Tube /Core Boring No: 16 L iu w 0 U- m y a. g CI) y_ w m I- Lu MATERIAL DESCRIPTION ROCK CORE REC./RQD % W Est. 776.0 DEPTH _ _ / �� p4.5+ p4.5+ CLAY; dark grayish -brown with weathered limestone fragments 773.0 _ _ — Y — A WEATHERED LIMESTONE; tan with alternating 70 — --- 5 En marly layers 15 softer — — — �1 — — !11 — I� 100 _ 59 •1 _ — Y — — am . g128 — - IN 766.0 - 10 , — Total Depth of Boring = 10.0 ft. — — Note: Boring was advanced to 3.0 feet — — below the ground surface prior to — — using drilling fluid and ground — — water was not encountered above — _ that depth. _ • • 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 1 ATrinit _ Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -04 -93 LOG OF BORING Type: Push Tube /Core Boring No: 17 1334 H1d30 m a CO N CO ~~ CO m co m MATERIAL DESCRIPTION ROCK CORE REC. /ROD % w Est. 796.0 DEPTH _ — — — — — 5 _ _ _ _ _ — LL 36 PI 15 F 32% CLAY: dark grayish-brown 795.5 — — — — — _ - _ _ WY i ' SEVERELY WEATHERED LIMESTONE; tan 794.0 URI NW 1111111 Mil ill IIMIY 111111 II. l illi MO WEATHERED LIMESTONE; tan with softer marly layers • 100 48 786.5 100 90 LIMESTONE; gray 786.0 10 — — — _ - _ Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 2.0 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. 1 1 1 1 1 r 1 1 1 r 1 t ®y Trinity Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -04 -93 LOG OF BORING Type: Push Tube /Core Boring No: 18 DEPTH FEET O y u F _ w �w ¢ MATERIAL DESCRIPTION ROCK CORE REC. /ROD % • w Est. 812.0 I H1d30 — — — -- — — 5 _ — - • q194 CLAY; brown 811.3 — SEVERELY WEATHERED LIMESTONE; tan 810.0 WEATHERED LIMESTONE; tan, occasional softer marly layers 76 30 802.0 — — — — — - 97 81 10 __ — — — — Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 2.0 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. — — _ — _ — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Aram T r i n i ty Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas LOG OF BORING Date: 11- -04 -93 Type: Push Tube /Core Boring No: 19 1334 H1d30 o EL to CO ( 1 2 w !n I- ¢ MATERIAL DESCRIPTION ROCK CORE REC. /RQD % W Est. 806.0 DEPTH I _ __ — _ - _ - — 5 _ _ _ — — --- 10 / CLAY; dark brown with weathered limestone fragments 805.0 ME SEVERELY WEATHERED LIMESTONE; tan 804.0 — - - — — _ __ _ — - EMY Mil v i MI II !11 „W El EM , I W EATHERED LIMESTONE; tan, occasional softer marly layers 796.0 _ — - - - - Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 2.0 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. - _ - _ - - Trinity Engineering Testing Corporation 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: LOG OF BORING 11 -04 -93 Type: Push Tube /Core Boring No: 20 DEPTH FEET O co a o_ c i __ 1 ° - ] co D F s MATERIAL DESCRIPTION ROCK CORE REC. /ROD % w Est. 794.0 DEPTH _ --- _ — 5 __ — 10 - ' - _ r q13.1 CLAY; dark grayish -brown 793.0 = — --- — _ — —_ — — SEVERELY WEATHERED LIMESTONE; tan 792.0 • WEATHERED LIMESTONE; tan, fractured, marly layers 98 87 • 784.0 100 67 Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 1.7 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. — - — — — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r. Trinity Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas LOG OF BORING Date: 11 -08 -93 Type: Push Tube /Core Boring No: 2 i M I- O . ci • SAMPLE TEST RESULTS MATERIAL DESCRIPTION ROCK CORE REC. /ROD % w Est. 772.0 DEPTH I - - - , p4.5+ p4.5+ LL 35 PI 14 F 70, p4.5+ q252 CLAY; dark grayish -brown 770.4 - - - = - - — _ - _ - - _ - - _ - SEVERELY WEATHERED LIMESTONE; tan 768.5 . 1 1 � - - --- 5 - - _ _ - — 10 • WEATHERED LIMESTONE; tan 765.5 100 90 LIMESTONE; light gray, fractured 762.0 1 I � 1 1 1 _ _ - - - - Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 4.7 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. • 1 1 1 1 1 1 1 1 1 1 1 S 1 1 1 1 1 1 J camTrinity Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -04 -93 LOG OF BORING Type: Push Tube /Core Boring No: 22 1334 H1d30 CO >- d < CO ~ J w H w CC M DESCRIPTION ROCK CORE REC./ROD % W Est. 794.0 DEPTH _ — — — 5 — = — 10 – — — – _ --- r Im _ • ' 1 g230 CLAY; dark grayish -brown with weathered limestone fragments 793.0 _ _ — – WEATHERED LIMESTONE; tan, occasional softer marly layers 790.8 98 55 I I LIMESTONE; gray 779.0 Il j l 100 55 I 1 1 1 I I 1 1 1 I I I I I I 1 1 1 1 15 _— _ Total Depth of Boring = 15.0 ft. Note: Boring was advanced to 1.5 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. — — — _ Trinity Engineering Testing Corporation 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: LOG OF BORING 11 -04 -93 Type: Push Tube /Core Boring No: 23 DEPTH FEET m ai 0- t ~_ w ~w pr MATERIAL DESCRIPTION ROCK CORE REC./ROD % Est. 804.0 H1d3O — — = . — — 5 — _ = — — - --- 10 cr.; 0 o:.0 f o' p4•5+ p4.5+ 12" BASE MATERIAL (FILL) 803.0 — CLAY: dark sravish -brown 802.5 SEVERELY WEATHERED LIMESTONE; tan 801.0 — --- I s I WEATHERED LIMESTONE; tan, marly 100 45 800.3 — — — — — — - _ L IMESTONE; gray, angular fractures, marly 794.0 I 1 I 1 1 1 1 100 67 11 I 1 I — — — — — — Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 3.0 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. — — — — — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project Trinity Engineering Testing Corporation Location: GATTIS SCHOOL ROAD - PHASE 3 Round Rock, Texas Date: 11 -04 -93 LOG OF BORING Type: Push Tube /Core Boring No: 24 I-- In O m J g ai 1- J w , 1- IS MATERIAL DESCRIPTION ROCK CORE REC. /ROD % Est. 807.0 DEPTH — _ - - PI \ \ p4.5+ p4.5+ 83.58 '' SURFACE COURSE 14" BASE MATERIAL 805.7 _ — % c CLAY; grayish -brown 804.5 SEVERELY WEATHERED LIMESTONE; tan 802.5 - - - - _ _ _ — - _ — 5 - - - - — - - IN lal A Mil ii •I III ICI WEATHERED LIMESTONE; tan, occasional marly layers 74 0 797.8 100 57 10 LIMESTONE; light gray 793.0 I I - - - — Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 4.2 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. • - — -' — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Trinity Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -08 -93 LOG OF BORING Type: Pu Tube /Core Boring No: 25 Liu Ili m 2 co a_ 2 t co 0 1 w I- Lii MATERIAL DESCRIPTION ROCK CORE REC. /ROD % W Est. 802.0 DEPTH __ — — — _ = — - 5 _ — — - — --- 10 • — g1.93 p4.5+ 4.5+ p4.5+ CLAY; dark grayish -brown with weathered limestone fragments 799.0 — — — — — — - — — — — - _ — — l'41°--- s SEVERELY WEATHERED LIMESTONE; tan 798.0 ,y yL�L ! MI , Mil IM �' rail ill WEATHERED LIMESTONE; tan, fractured above 7 -feet, alternating softer marly layers 92 30 792.0 100 100 -- --- — — — — Total Depth of Boring = 10.0 ft. Note: Boring was advanced to 3.5 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. — — — — — — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 wTrinity Engineering Testing Corporation Project GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas LOG OF BORING Date: 11 -04 -93 Type: Push Tube /Core Boring No: 26 = tu W w CI LL Q g aj F co M y y ~ MATE DESCRIPTION ROCK CORE REC. /ROD % w Est. Unknown DEPTH _ — — — - 5 - - __ — - .- — — — 10 - - P LL 72 PI 45 F 88% p4.5+ LL 40 PI 25 F 71% CLAY; dark grayish -brown with weathered limestone fragments — — — - - - _ - — — _ — - - — — — __ - — SEVERELY WEATHERED LIMESTONE; tan, occasional pockets of clay Mil II 1 � ' !11 v !•11 WEATHERED LIMESTONE; tan 96 40 — — —_ _ Total Depth of Boring = 11.5 ft. Note: Boring was advanced to 6.4 feet below the ground surface prior to using drilling fluid and ground water was not encountered above that depth. 1 =1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 comanaruty Engineering Testing Corporation Project: GATTIS SCHOOL ROAD - PHASE 3 Location: Round Rock, Texas Date: 11 -05 -93 LOG OF BORING Type: Push Tube /Core Boring No: 27