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R-88-1125 - 6/9/1988WHEREAS, the City of Round Rock desires to construct a bridge on Round Rock West Drive, and WHEREAS, a low bid of $170,469.50 was submitted by J. C. Evans Construction, Co., for construction of said bridge, and WHEREAS, the City Council of Round Rock desires to enter into a construction contract with the J. C. Evans Construction Co. to construct said bridge, Now Therefore, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF ROUND ROCK, TEXAS, That the Mayor is hereby authorized and directed to execute on behalf of the City of Round Rock a contract to construct the Round Rock West Drive bridge, a copy said contract being attached hereto and incorporated herein for all purposes. ATTEST: C26RESBRIDGE LAND, City Secretary RESOLUTION NO. `/,Z MIKE ROBINSON, Mayor City of Round Rock, Texas BAKER - AICKLEN & ASSOCIATES, INC. Consulting Engineers June 1, 1988 Hon. Mayor and City Council CITY OF ROUND ROCK 221 East Main Street Round Rock, Texas 78664 Re: Round Rock West Drive Award of Contract Gentlemen: On May 24, 1988, bids were received for Round Rock West Drive Bridge. A tabulation of the bids received is enclosed. The low bid of $170,469.50 was submitted by J.C. Evans. We have obtained notarized statements regarding their financial condition and ability to perform the work, including a previous experience record. Based on our findings, it is our opinion that J.C. Evans is qualified and capable of performing the work. Therefore, we recommend that the work be awarded to J.C. Evans and the execution of the contract be subject to approval of the contract form, performance and payment bonds by the City attorney. JMB:ek Enc. 9111 Jollyville Rd., Suite 107 • RECEIVED JUN 2 1988 Austin, Texas 78759 • 512/346 -6980 RECEIVED JUN 2 1988 • :1 BID TABULATION PROJECT SPONSOR' PROJECT MANAGER ENGINEER.: RAKFR -ATCKI • CTTY' OF ROUND ROCK- BID OPENING DATE: 2:00 - 5 -24 -88 . • AL WILLS TIME P.M. FN & ASSOC' INC. LOCATION: 221 E I MAIN ST. ROUND ROCK TX. PROJECT LOCATION:ROIIND ROUND ROCK WEST DR. BRIDGE IMPROV. • CIP. PROJECT NUMBER= NUMBER: ENGINEERS' ESTIMATE: $204,500.00 ROCK W. DR. @ LAKE CREEK CONTRACT 001 -02 -002 -301 BID INVITATION NUMBER: BIDDER : ...1 E VA. W5 I. coos-r. CAvice 7 co N SY. O. cAm.• R ham 3• G.o. L.. Ertl 7 c� 4 CCNT. G.o. 8.47-.47 /...a. 5. A PROPOSAL GUARANTEE: BB- BID BOND CC- CA SHIERS CHECK CTC- CERTIFIED CHECK 13 ES 1313 la 13 /313 �� iECEIPT OF ADDENDA ACKNOWLEDGED: ✓ ✓ ✓ '/ ITEM N0. CKI4NTITY UNIT ITEM DESCRIPTION UNIT PRICE ' UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMCUNT UNIT PRICE AMOUNT 110 -C 1,150 CY STREET EXCAVATION CHANNEL EXCAVATION SS ( o0 q,D27.so 29 00.00 `.do rs.00 Co, 9oa.00 32, 2so.00 I2. 17.00 13,100.0 36 5. 00 5.oa 5,750.00 le, 7So.00 9. 7 o // /1, 1..55 -co 24,/445 120 -C 2,150 CY 210 -A 1,950 SY FLEXIBLE BASE 15 inch S•�o 4.05 A•oo lo ,zo.oa 1p,Z77.Sa 7,2$0.00 1 0 S . S 4.So 4. ` -�S to, 7 25•00 Co,97S.w 4,0 95.00 1,9'30.00 9. d0 3.9S 5. 00 /•75 /7,550. la, /zz.So 455o.00 2,/00.00 S.00 3.fro (D.00 2.So 9,75 - 0.ao S, $70 .c S,4/oo.00 3, 0o0.00 S•35 S. /3 7.22 Z. ZR /(o, ZSZ.sc 7 r,,,$70.20 Z, 736.. 0o 340 - B 1,550 SY H.t4.A.C. 2 inch TYPE D 430 -B 910 LF CONC, CURB &GUTTER •'432 - 1,200 SF CONC. SIDEWALKS 4 inch /.GS 432 -6 1,320 SF CONC. SIDEWALKS 6 inch /,�0 2,244.00 798 I •90 2. Z 2,508.0o 4102. o Z•So 2.75 3, 300. Do 577. so 3. 00 3. 00 3,96o.o. Co 30.00 2.52. 3.7(0 3,32(.40 721.4 433 • 210 SF TYPE I CONC. DRIVEWAY 3 S 436 560 SF CONC. VALLEY GUTTER.- 4 ,o 35 2, 29voc 1 IZ - zo 3 5.00 1,232.Oo I /2o.00 79,875.00 Z.15 ZS.00 yl9•oo /, 5 9C*. op goo. 77,745.00 3.0o 5o.00 300.0b1 1, (060. co I,4,00.co obyJa?,x ..90 36 .co - 2,744.0c 1,1 52.00 $1,7Z9.8c 5104 32 LF 24" R.C.P. 559 -AA I 355 CY CONC. BOX CULVERTS 24.00 93720.00 2zs•oa TOTAL BID: UNIT FRICE BID TABULATION - SHEET I OF - C- • • • BID TABULATION PROJECT SPONSOR' PROJECT MANAGER' ENGINEER' BAKER - AICKLEN ftTY-•OF Pomp .RbrK BID OPENING DATE' 2:00 F.M. '5-24 -88 -• . AL WILLE TIME ' & ASSOC. INC. LOCATION: E. MAIN ST. ROUND ROCK. TX. PROJECT: LOCATION: ROUND ROCK WEST DR. BRIDGE IMPROV. ' CIP PROJECT NUMBER: CONTRACT NUMBER: ENGINEERS' ESTIMATE: $204,500.00 ROUND ROCK WEST DRIVE @ LAKE CREEK 001 -02- 002 -301 BID INVITATION NUMBER: BIDDER: I. -3 - esck.�s 2. ao Co. 6s4.¢ /?( 1 3 . CO. L EE'7 4. ce s-r. C. Et leaP N /NO 5. CC- CASHIERS CHECK PROPOSAL GUARANTEE: CC -CA CASHIERS CTC- CERTIFIED CHECK 5 5 e 8 SS 3 d ✓ 8 a I iECEIPT OF ADDENDA ACKNOWLEDGED' ✓ ✓ ' ITEM NO. QUANTITY UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT 560 475 CY COARSE AGGREGATE IS.io 1 ,172.50 20.00 9,Soo.c+o 2 ?�Lo.o 5 / o 7 1,470.00 d.7S ZS.00 0.45 3 / 5* et; 4,1 2 405.00 , 7 00.00 4 eaZs. 3 Iz.00 30.0o O.so 12.00 /2 oao.ca S, ioo..x Z!LOo.00 I7.S4 23.00 `+1,331.50 I, g.4..,,,, 591 -F 604 -A 80 900 SY SY CONC, RIP -RAP 4 inch SEEDING FOR EROSION CONTROL 33 , ZS O.SO 2 .1 So. 00 25 0.40 4 o. 00 $,040 5 ,9oo.w /Z oz.o0 0.53 9./0o 31.Z5 1 915 477. oo (0 , 7 2,9 ' .°° 605 -A 670 SY SOIL RETENTION BLANKET 2 go I S.00 I 0 4 1 Z48. 00 30.0o 7 7 70 co 706GP 236 LF 2 - inch GALV. PIPE HANDRAIL 727 1 LS SALVAGE OF EXIST. FOOT BRIDGE, 5 Soo 5 Soo.00 SIGNS & BARRICADES i TOTAL BID: 1 '7o, 4 Col •So I11 /55,93G .z5 1`9,460.00 03,95z. • BID TABULATION PROJECT SPONSOR: PROJECT MANAGER: ENGINEER: RAKFR -ATCKI - ETTY• OF ROUND ROCK • BID OPENING DA TE 2:00 P.M. 5 -24 -88 . AL WILLE TIME: • FN & ASSOC: INC. LOCATION: 221 Et MAIN ST. ROUND ROCK TX. POOJECT; "LOCATION :ROIIND ROUND ROCK WEST DR. BRIDGE IMPROV. CIP PROJECT NUMBER: CONTRACT NUMBER: ENGINEERS' ESTIMATE: $204,500.00 ROCK W. DR. @ LAKE CREEK 001 -02- 002 -301 BID INVITATION NUMBER: BIDDER: l L DD '�.wE.0AHL- p. 8eos.. L0 J57: 3 3 7. A r 12. El`Y Go., IAK. F3Ci 8. _ Vfl4I1 a GO NST p_>(3 9. C HASC.o 4cK coo - me:1 ,4 c- 613 Io. Ndvoev a co,J. . , IN ,3 3 BB -BID BOND PROPOSAL GUARANTEE: CC- CASHIERS CHECK CTC- CERTIFIED CHECK 3ECEIPT OF ADDENDA ACKNOWLEDGED= ✓ ,/ '/ I/ ✓ ITEM N0. QUANTITY UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT 110 - C 1,150 CY STREET EXCAVATION 5.25 5.7o &• 25 3.10 4.0 3750 /2, Zss.c, 12, 187sc �,045. (0. oo 1 3.00 3 .so 4.zo (0,000.00 27, 950•,x l.,5 75.ec 6S/o.00 to •oo 21.50 9.00 3.9 (0,900.00 4 4, ZZS 17 goo G,o {g 13. oo 25.0o 5.47 4.zo 14950 53,750 !o tifo7 4, S 9 • $ 3 /LSO 7.04 4-- z. I I 304.s0 Z4, 725 13 728 , (o,Z31 120 -C 2;150 CY CHANNEL EXCAVATION 210 -A 1,950 SY FLEXIBLE BASE 15 inch H.M.A.C. 2 inch TYPE D 340 -B 1,550 SY 430 - B 910 LF CONC, CURB & GUTTER 0,00 S, 4f o,00 L.75 4 /4z.so 7.00 t et 370 S.46, 4,968.60 to .3o 5,733 - 432 -4 1,200 SF CONC. SIDEWALKS 4 inch 2.50 3000.00 2.15 Z 2.00 4400 /.$4 Z 1•$o 2,I1eo 432 -6 1,320 SF CONC. SIDEWALKS 6 inch 5. 0o 3,96o.0o Z.3s 3, /oz.00 3.00 3,94 2.0 2 1.95 2, 433 • 210 SF TYPE I CONC. DRIVEWAY 5.2S 525.00 4.00 84o.0o 3.0o (03 2.38 Soo 2 • so S2S 436 560 SF CONC. VALLEY GUTTER 3.o0 24.00 1,G.13o.co 1b8.00 5. 00 4-Soo 2,80o. I,44o.00 5.do So.00 2,$oo ',loco ", 2.3o 25.00 1 goo 4.z5 30.00 2,3 Se 940.00 510 4 32 LF 24" R.C.P. 559- 355 q CY CONC. BOX CULVERTS 318 •go 11 31 4.00 7 270.00 9585om 2Zp _oo 78 /cv.c , - 240 • - -- $5 2 -- 00 ' - -- • 3 1 - -- I 1 1 8 2 5 � TOTAL BID: UNIT PRICE BID TABULATION - SHEET I OF - • BID TABULATION PROJECT: ROUND ROCK WEST DR. BRIDGE IMPROV. - PROJECT SPONSOR' CITY -OR RflUNB. RnrK - BID OPENING DATE' 5 -24 -8 - - - PROJECT MANAGER' AL WILLS TIME: 2:00 P.M. ' • ENGINEER' BAKER - AICKLEN & ASSOC. INC. LOCATION' E..MA ST. ROUND ROCK. TX CIP PROJECT NUMBER: ENGINEERS' ESTIMATE: $204,500.00 • LOCATION: ROUND ROCK WEST DRIVE @ LAKE CREEK CONTRACT NUMBER: 001 -02- 002 -301 BID INVITATION NUMBER: BIDDER: _ S LIL...]EnA.L. /`�- 13 go . Low,ST. Y. B 7. Ausir b E''''4'" Go. 1"' yi, 13,5 8. S.w 1.�TTE g q. C 14 ASC.. L 4c o..2t2. e . 10. HAYDEN P., 1+x • S. GOX 155 PROPOSAL GUARANTEE: CC- CI BOND S CC- CASHIERS CHECK CTC- CERTIFIED CHECK ( 3ECEIPT OF ADDENDA ACKNOWLEDGED' ✓ .. ./ I/ `.. ITEM NO. QUANTITY UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT 560 475 CY COARSE AGGREGATE 15.00 7, /z5.00 15.00 7 25.00 11,$75.00 10.53 S,coo I1•109 $,8 77.7'5 591 -F 80 SY CONC, RIP -RAP 4 inch SEEDING FOR EROSION CONTROL SOIL RETENTION BLANKET 27, oo 4 . 00 Zo.oe ►2.$z 2. 100.0o 3 (�•oo 13,400.oc 3ozs.SZ I,000.00 Zlo.00 ! • Ov 2.5 35.00 5 coo oe 2, 080.00 90 1, (07.. o Z,Z6,o.0D 5,000.00 .00 0. 7 5 5.00 Zo.0a 5, 000.o0 1,92 � 75.00 3, 3so.00 4. 7zo•oo 5,oco.(1) Za.93 0.33 Z • Z4 3o.Zo 5o0o.00 1, (075 do 1, So0 7,1z7 5,000 37.00 /. dd 3.2 o 32.00 2,000 2,94o.c, 900. v 2,14400 7,552 Zo a.00 604 - A 900 SY 605 - A 670 SY 706GP 236 LF 2 -inch GALV. PIPE HANDRAIL ! 1 LS SALVAGE OF EXIST. FOOT BRIDGE, - l000.00 SIGNS & BARRICADES TOTAL BID: I95, 402 •52 195,7 Z9 .So 19q, 87o.0o Ot74 17(... • on 2c( S79. zs . BID TABULATION PROJECT SPONSOR: PROJECT MANAGER: ENGINEER: RAKFR - ATCKI ' C'TY* OF ROUND ROCK BID OPENING DATE' 2:00 P.M. 5 -24 -88 - AL WILLE TIME: FN & ASSOC: INC LOCATION: 221 El MAIN ST. ROUND ROCK TX. PROJECT= "LOCATION:ROUND ROUND ROCK WEST DR. BRIDGE IMPROV. CIP PROJECT NUMBER: NUMBER: ENGINEERS' ESTIMATE: $204,500.00 ROCK W. DR. @ LAKE CREEK CONTRACT 001 -02 -002 -301 BID INVITATION NUMBER: BIDDER: IDDER: Aws -r�N I.I. Pgrae= Go. . 88- BID BOND PROPOSAL GUARANTEE: CC- CASHIERS CHECK CTC- CERTIFIED CHECK t3 iECEIPT OF ADDENDA ACKNOWLEDGED: t/ ITEM N0. QUANTITY UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT 110 -C 1,150 CY STREET EXCAVATION CHANNEL EXCAVATION I o.00 :S.00 1 I Sao 32, 120 -C 2;150 CY 210 -A 1,950 SY FLEXIBLE BASE 15 inch 10.00 S. 00 4.00 I,,soo 7,750 3 to 40 • 340 - B 1,550 SY H.M.A.C. 2 inch TYPE D 430 -B 910 LF CONC, CURB & GUTTER 432 -4 1,200 SF CONC. SIDEWALKS 4 inch 1. Z,Ic 432 -E 1,320 210 SF SF CONC. SIDEWALKS 6 inch TYPE I CONC. DRIVEWAY Z.00 4.00 Z,C 740 433 • 436 560 SF CONC. VALLEY GUTTER.- 7 . Co 45.00 3 1,440 93 3o0 510 -F 32 LF 24" R.C.P. 355 CY CONC. BOX CULVERTS 260 • TOTAL BID: - UNIT PRICE BID TABULATION - SHEET OF - • BID TABULATION PROJECT SPONSOR' PROJECT MANAGER: ENGINEER: BAKER - AICKLEN CTTY""(1F ROIIND.RirK - BID OPENING DATE: 2 :00 P.M. • "5 -24 88 - AL WILLS TIME: & ASSOC. INC. LOCATION:221 E. 'MAIN ST. ROUND ROCK. TX PROJECT: LOCATION: ROUND ROCK WEST DR. BRIDGE IMPROV. • CIP- PROJECT NUMBER: CONTRACT NUMBER: ENGINEERS' ESTIMATE: $204,500.00 ROUND ROCK WEST DRIVE @ LAKE CREEK 001 -02- 002 -301 BID INVITATION NUMBER: BIDDER: Au sr"..) I.I. ?Aut..+G. Go. 3 'f3, S. 4* BB- BID BOND PROPOSAL GUARANTEE: CC- CASHIERS CHECK CTC- CERTIFIED CHECK ( IECEIPT OF ADDENDA ACKNOWLEDGED: ✓ ITEM NO. QUANTITY UNIT ITEM DESCRIPTION UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT UNIT PRICE AMOUNT 560 475 CY COARSE AGGREGATE 11. oo S, 075" 591 -F 80 SY CONC, RIP -RAP 4 inch Zo /, ( 604 -A 900 SY SEEDING FOR EROSION CONTROL 0.50 45 0.00 605 -A 670 SY SOIL RETENTION BLANKET I .00 /1.00 . 5, 34•4 424 706GP 236 LF 2 -inch GALV. PIPE HANDRAIL . 727 1 LS SALVAGE OF EXIST. FOOT BRIDGE, ii, 460 l/ SIGNS & BARRICADES TOTAL BID: 209, 0/3. 00 DATE: June 6, 1988 SUBJECT: Council Agenda, June 9, 1988 ITEM: 9B. Consider a resolution authorizing the Mayor to enter into a contract for the construction of the Round Rock West Drive Bridge Project. STAFF RESOURCE PERSON: Jim Nuse STAFF RECOMMENDATION: ECONOMIC IMPACT: A total of 11 bids were received for the construction of the Round Rock West Drive Bridge. Staff recommends award of the contract to J.C. Evans for the amount of $170,469.50. This necessary improvement was estimated to cost $210,00.00 creating a savings of $39,530.50. ROUND ROCK WEST DRIVE BRIDGE IMPROVEMENTS CONTRACT DOCUMENTS AND SPECIFICATIONS PROJECT NO. 001 -02- 002 -300 Prepared for: City of Round Rock Department of Public Works 221 E. Main Street Round Rock, Texas 78664 Prepared by: Baker- Aicklen & Associates, Inc. ' 1717 N. IH -35, Suite 206 Round Rock, Texas 78664 February, 1988 I 5R /7 ADDENDUM NO. 1 TO CONTRACT DOCUMENTS, SPECIFICATIONS & DRAWINGS FOR ROUND ROCK WEST DRIVE BRIDGE IMPROVEMENTS Prepared For CITY OF ROUND ROCK Prepared By BAKER- AICKLEN & ASSOCIATES, INC. May 18, 1988 The following revisions to the Contract Documents, Specifications and Drawings for Round Rock West Drive Bridge Improvements, insofar as the original Contract Documents, Specifications and Drawings are inconsistent with this Addendum No. 1, this Addendum shall ,govern. BIDDING REQUIREMENTS Bid Proposal Form SP- 00120U - Bidding and Contract Requirements Page 2. Delete entire page and substitute "Page 2 -A ". Page 3. Delete entire page and substitute "Page 3 -A ". BIDDERS BOND Replace quantity listed in the description of "certain work and construction" listed in the fifth paragraph, second line: "100 LF of 40' roadway" with "290 LF of 40' roadway ". SPECIFICATIONS Item No. 104 - Removing Concrete Page 2/104 - Add the statement, "This item will be considered subsidiary to Item No. 110 Street Excavation or Item No. 120 Channel Excavation, and no separate payment will be made for Item No. 104 ". Item No. 639 - Rock Berm Page 1/639 - Delete entire section of specifications. Sheet 2 of 7 Delete reference to rock berm. DRAWINGS Sheet 6 of 7 Detail 9/6: Delete entire "detail ". End Page Al -1 00070 Contract Forms TABLE OF CONTENTS Item No. Category Description 00050 Notices Notice to Contractors No. of Pages 2 00060 Bidding Req. Information to Bidders 4 Statement of Bidder's Qualifications 4 Wage Rates 2 Bid Proposal 4 Bid Bond 2 Agreement 2 Performance Bond 2 Payment Bond 2 Maintenance Bond 1 Texas Sales Tax Exemption Certificate 1 Certificate of Insurance 3 140 Conditions of Contract General Conditions 22 Special Provisions reserved Memoranda reserved Soils Investigation Terra -Mar Report dated 11/30/87 & 01/07/88 22 I I I I I I I I I I I I I I I I I I I Item No. Category Description Technical Spec. No. of Pages 101 Preparing ROW 2 102 Clearing and Grubbing 1 104 Removing Concrete 2 110 Street Excavation 2 111 Excavation 2 120 Channel Excavation 1 130 Borrow 2 132 Embankment 3 201 Subgrade Preparation 1 210 Flexible Base 3 220 Sprinkling for Dust Control 1 230 Rolling (Flat Wheel) 1 232 Rolling (Pneumatic) 2 234 Rolling (Tamping) 1 236 Rolling (Proof) 1 301 Asphalts, Oils, Emulsions 6 306 Prime Coat 2 307 Tack Coat 2 340 HMAC 10 401 Structural, Excavation & Backfill 6 403 Concrete for Structures 8 405 Concrete Admixtures 3 406 Reinforcing Steel 5 408 Concrete Joint Materials 2 409 Membrane Curing 2 410 Concrete Structures 16 411 Surface Finishes for Concrete 6 430 Concrete Curb and Gutter 2 432 Concrete Sidewalks 2 433 Concrete Driveways 2 436 Concrete Valley Gutters 2 510 Pipe 38 559 Concrete Box Culverts 4 560 Coarse Aggregate Fill 1 591 Riprap for Scope Protection 3 601 Salvaging & Placing Topsoil 1 604 Seeding for Erosion Control 3 605 Soil Retention Blanket 2 606 Fertilizer 1 639 Rock Berm 1 706 Bridge and Culvert Railing 3 727 Salvage of Existing Footbridge, Construction Signs and Barricades 1 803 Barricades, Signs & Traffic Handling 2 864 Abbreviated Pavement Markings 1 900 Restoration 1 NOTICE TO CONTRACTORS FROM THE CITY OF ROUND ROCK FOR THE CONSTRUCTION OF THE ROUND ROCK WEST DRIVE BRIDGE IMPROVEMENTS Sealed bids, in envelopes addressed to The City of Round Rock, 221 East Main Street, Round Rock, Texas 78664, will be received at the above mentioned address until 2:00 p.m., Tuesday, May 24, 1988, and then publicly opened and read, for furnishing all labor, material and equipment and performing all work required for the construction of the Round Rock West Drive Bridge Improvements in Round Rock, Texas. Bids will be submitted in sealed envelopes for each Contract on the proposal furnished, and marked in the upper left hand corner "Bid for the Round Rock West Drive Bridge Improvements, to be opened at 2:00 p.m., Tuesday, May 24, 1988." All proposals shall be accompanied by a cashier's certified check upon a national or state bank in the amount of five (5) percent 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 bond within ten (10) days after notice of contract award. The notice of contract award shall be given by the Owner within thirty (30) days after the bid opening. The bid security must be enclosed in the same enveloped with the bid. Bids without check or bid bond will not be considered. All bid securities will be returned to the respective bidders within thirty (30) days after the 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. The successful bidder must furnish performance bond and payment bond in the amount of one hundred (100) percent of the contract price 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 Secretary of the Treasury of the United States) or other surety or sureties acceptable to the Owner, with approval prior to bid opening. The right is reserved, as the interest of the Owner may require, to reject any and all bids, and to waive any informality in bids received. Plans, specification and bidding documents may be secured from the office of the Engineer, Baker - Aicklen & Associates, Inc., after May 10, 1988, on deposit of seventy -five dollars ($75.00) per set, which sum so deposited will be refunded provided that all documents are returned in good condition to the Engineer not later than five (5) days after the time that bids are received. Upon request, plans, specifications and bidding documents will be sent via bus or overnight delivery service (i.e. Federal Express, etc.) at the requestor's expense. Plans and specifications may be examined at the office of the Engineer, Baker - Aicklen & Associates, Inc., 1717 N. IH -35, Suite 206, Round Rock, Texas. Bidders should carefully examine the Plans, Specifications and other documents, visit the site of work, and fully inform themselves as to all conditions and matters which may in any way, affect the work or the cost hereof. Should a bidder find discrepancies in, or omissions from, the Plans, Specifications or other documents, or should be in doubt as to their meaning, he should notify the Engineer, Baker - Aicklen & Associates, Inc. and obtain clarification prior to submitting any bid. The improvements shall be completed within 120 calendar days after Notice I to Proceed_ fr_ om _the_Owner- .---- ......;° BIDDING REQUIREMENTS 1.0 INVITATION City of Round Rock Round Rock West Drive Bridge Improvement INFORMATION FOR BIDDERS a. The Work. Bids are invited on a contract for construction of the Round Rock West Drive Bridge Improvements, a project of the City of Round Rock. The project is located in the City, 2 miles west of.the Central Business District. The site is bounded by Lake Creek Drive on the west and Parkview Drive on the east. Bid basis will be a combination of unit price and lump sum. The work in this contract generally consists of the installation of six cast -in -place box culverts and the reconstruction of approximately 290 L.F. of 40' street. 2.0 BID PERIOD a. Addenda. Addenda will be issued to plan viewing rooms and to bidders of record. b. Questions. Submit written questions about bidding documents to the Engineer. Inquiries must be received no later than 2 weeks prior to bid opening. Necessary replies will be issued to bidders of record as addenda, which become a part of the bidding documents. Oral instructions do not form a part of the bidding documents. c. P.rebid Conference. A prebid conference will be held in Round Rock City Council Chambers, 221 E. Main Street, Round Rock, Texas, at 2:00 p.m. on Wednesday, May 17, 1988. All prospective bidders are invited to attend. d. Qualifications of Bidders. (1) The owner may make any investigations deemed necessary to determine the bidder's ability to perform the work. When requested for this purpose, furnish such information including a list of proposed subcontractors. (2) The owner reserves the right to reject the bid of any bidder if evidence or investigation indicates that the bidder is not property qualified, in the opinion of the owner, to complete the work satisfactorily. e. Prequalification of the Equipment. Whenever a material or equipment is specified or described by using the name of a proprietary product or the name of a particular manufacturer or vendor, the specific item mentioned shall be understood as establishing the type, function and quality desired. Other manufacturers' products will be accepted, provided sufficient information is submitted to allow the Engineer to determine that the products proposed are equivalent to those named. If sufficient data pertaining to the equipment is provided to the Engineer at least fourteen days before the date set for opening bids, a review will be made and additional acceptable manufacturers will be announced by addendum prior to the date set for opening bids. Requests for review of equivalency will not be accepted from anyone except construction contractors who have obtained bidding documents. Prospective bidders and equipment manufacturers shall be aware that prequalification of equipment is an indication of preliminary acceptance of that manufacturer's equipment. It shall not in any way constitute a waiver of the specifications covering such equipment. Final acceptance of all equipment will be based on full conformity with the specification and contract documents covering the equipment. 3.0 BID SUBMITTAL a. Receipt of Bids. Sealed bids will be received until the time specified in the Notice to Bidders. The City Secretary of the City of Round Rock will receive the bids in City Council Chambers, City Hall. Bids received after this time will not be accepted. Bid opening will be held immediately after this time for receipt of bids has expired. Bids will be opened publicly and read aloud in the City Council Chamber. All interested parties are invited to attend. b. Bid Form. A bid form is bound with the specifications. (1) Submit the proposal in duplicate and other required data in an opaque, sealed envelope. If submitted by mail, enclose bid envelope in another envelope addressed for mailing. Plainly identify the sealed envelope with the following information: a. Do not open before 2:00 p.m., Tuesday, May 24, 1988. b. Bid for Round Rock West Drive Bridge Improvements. c. City of Round Rock, Public Works Department. d. Bidder: (2) Submit bid on the bid form provided. Fill in all blanks: failure to comply may be cause for rejection. If no amount is to be included, insert zeros ( -0 -) in,the spaces. No segregated bids or assignments will be considered. (3) Acknowledge receipt of addenda by writing the addendum number and date in the space provided on the bid form. (4) Do not alter the bid form with written memoranda or qualifications. Any explanation, alternation or other statement proposed by the bidder must be written separately, signed independently, and included in the bid envelope. � (5) Sign in longhand below the typed name of the person authorized to bind the bidder to a contract. When the bidder is a corporation the bid must be signed with the legal name of the corporation followed by the name of the state of incorporation and the legal signature of a person authorized to bind the corporation to a contract. c. Alternatives. Wherever in these specifications an item is identified by a "brand name or equal" description, alternatives will be considered. The bidder is responsible for insuring that sufficient data is provided to the Engineer in adequate time so that the requirements concerning questions under paragraph 2.0 BID PERIOD of this Information for Bidders can be satisfied. d. Completion Time. (1) The work shall be completed within the number of calendar days given in the bid form. The time begins from date of Notice to Proceed. (2) Submission of a bid constitutes acceptance by the bidder of the completion time as a part of the requirements for this work. (3) The contractor agrees to pay the owner, or allow the owner to deduct from the contract sum, as liquidated damages, the sum specified in the General Conditions for each calendar day that the work remains incomplete after expiration of the contract time and for each day the progress of the project is delayed by the contractor's failure to complete a portion of the work specified in the construction schedule. e. Bid Security. (1) Include with the bid a cashier's check, certified check or bid bond for 5 per cent of the bid amount. Make checks payable to the "City of Round Rock ". Bid bonds must be executed by the bidder and a surety company which meets requirements of the conditions of the contract. (2) The successful bidder's security will be retained until he has signed the agreement, furnished the required performance and payment bonds, and submitted any other required contract forms. The bid security will be forfeited to the owner by the successful bidder as damages for default if the bidder fails to execute and deliver a contract and bonds as required. (3) The owner reserves the right to retain the security of the next two lowest bidders until the successful bidder enters into the contract. All other bid securities will be returned within 30 days of bid opening. f. Modification or Withdrawal. Bids may be withdrawn any time before bid opening, but may not be resubmitted. Bids may not be withdrawn or modified after bid opening. g. Equipment /Material Questionnaire. With the bids, the bidder must submit the aforementioned questionnaire, complete in accordance with the instructions stated thereon. 4.0 CONTRACT REQUIREMENTS a. Award of Contract. The owner is not obligated to accept any bid. The owner reserves the right to reject any or all bids, and to waive any irregularities in bids or in bidding. b. Contract Forms. The successful bidder will be required to complete a Contract and an affidavit on standard City of Round Rock form. Samples of these forms are included with these specifications. c. Performance and Payment Bonds. The bidder must be capable of executing satisfactory performance bond and payment bond for 100 per cent of the contract sum in accord with the conditions of the contract. Bonds must be submitted with the signed contract. Use performance and payment bond forms as provided. d. Maintenance Bond. The successful bidder shall execute a maintenance bond in the amount of 100 per cent of the contract price. This bond shall be in effect for one year from and after the date of acceptance of the completed contr�k by the City of Round Rock. Use maintenance bond form as provided. 1. Name of Bidder. All questions must be answered and the data given must be clear and comprehensive. This statement must be notarized. If necessary, questions may be answered on separate attached sheets. The Bidder may submit any additional information he desires. 2. Permanent number. 3. When organized. main STATEMENT OF BIDDER'S QUALIFICATIONS office address and telephone MBE WBE 4. If corporation, where incorporated. 5. How many years have you been engaged in the contracting business under your present firm or trade name? Years. 6. Contracts on hand: (Provide a schedule of these, showing name and address of Owner, amount of each contract and the approximate anticipated dates of completion.) 7. Classification of work performed by your company in which you request prequalification by the City as a Prime Contractor by your experience record in: Airport Buildings — Airport Construction — Bridges Building Remodeling — Buildings — Drainage _ Electric, Overhead — Electric, Underground — Parks Power Plants, New — Power Plants, Retrofit — Streets Subdivision Electric — Swimming Pools _ Wastewater Plants Wastewater Storage and Pumping — Water Plants Water and Wastewater Distr. & Collection Water Storage and Pumping Multiple T.B.M. Tunneling over 10,000 L.F. Other (specify) 8. Have you completed all contracts awarded to you? _yes no. If no, submit details. 9. Has'your firm ever been awarded a bonus for early completion of work? yes _no. If yes, give details. 10. Have you ever defaulted on a contract? _ If so, where and why? 11. Is your firm presently engaged in litigation with any City? _yes no. If yes, submit description and state case number, style of case and court in which pending or in which judgment was entered. 12. Has your firm ever been assessed Liquidated Damages on any project? _yes _no. If yes, submit details. 13. Attach a list of the more important projects recently completed by your company (six most recent), stating the approximate cost for each and the month and year completed. Attach name and address and phone number of the person to contact for each project. 14. Attach a list of your major equipment available for this contract. 15. List experience in construction work similar in importance to this project. Attach name, address and phone number of person to contact from each project. 16. Explain relations with public on past City projects. 17. Attach a copy of the OSHA Form 200, "Log and Summary of Occupational Injuries and Illness" covering all entries for the current year and the past 24 months together with the yearly average work force data using the City Work Force Report, Section 00126. 18. Attach statements of background and experience of the principal members of your organization, including the officers, resident Superintendent /Engineer /Architect and names of other firms the principals are seeking prequalification or are prequalified with the City of Round Rock. 19.. Is your firm bondable? Yes No. With whom? What limits? $ 20. Bank Credit available: $ 21. Submit a copy of your most recent detailed financial statement submitted to a bank for credit, and a current detailed financial statement together with other pertinent information as required by the City of Round Rock. 22. Submit a list of those subcontractors you plan to use on this project. 23. The undersigned hereby authorizes and requests any person, firm or corporation to furnish any information requested by the City of Round Rock in verification of the recitals comprising this Statement of Bidder's Qualifications. Dated at STATE OF COUNTY OF , 19 this day of (Contractor) By " Title being duly sworn deposes and says that he is of and that the answers to the foregoing questions and all statements therein contained are true and correct. Subscribed and sworn to before me this day of My Commission Expires , 19 , 19 (Notary Public) WAGE RATES PAID FOR HIGHWAY -HEAVY CONSTRUCTION AND PAVING UTILITIES INCIDENTAL TO GENERAL BUILDING CONSTRUCTION IN ZONE 2 INCLUDING WILLIAMSON COUNTY: . Classification Hourly Rate Asphalt Heater Operator 5.40 Asphalt Raker 6.80 Carpenter 7.70 Carpenter Helper 6.10 Concrete Finisher (Paving) 7.95 Concrete Finisher Helper (Paving) 6.50 Concrete Finisher (Struct) 7.60 Concrete Finisher Helper (Struct) 5.90 Blaster 8.00 Blaster Helper 5.75 Electrician 9.90 Form Builder (Struct) 6.40 Form Builder Helper (Struct)5.30 Form Setter (Struct) ' . 7.00 Form Setter Helper (Struct) 5.80 Form Setter (Paving & Curb) 6.00 Steel Worker (Struct) 15.00 Laborer (Common) 5.30 Laborer, Utility Man 6.20 Mechanic 9.25 Mechanic Helper 6.80 Mixer (16 CF or less) 8.50 Painter (Struct) 12.50 Painter Helper (Struct) 7.45 Pipelayer 6.00 Pipelayer Helper 5.30 Spreader Box Operator 6.35 Welder 9.50 Pipefitter 11.00 Pipefitter Helper 6.50 Form Loader 6.20 BIDDING AND CONTRACT REQUIREMENTS WAGE RATES HIGHWAY- HEAVY, UTILITIES AND INDUSTRIAL BRANCH CONSTRUCTION WAGE RATES JANUARY 8, 1988 Classification Hourly Rate Foundation Drill Operator (Crawler Mounted) 9.50 Foundation Drill Operator (Truck Mounted) 9.45 Front End Loader (2 1/2 CY & less) 7.00 Front End Loader (over 2 1/2 CY) 7.40 Motor Grader Operator (Fine Grade) 10.15 Motor Grader Operator 8.90 Roller, Steel Wheel (Plant Mix Pavements) 6.80 Roller, Steel Wheel (Other Flat Wheel or Tamping) 5.95 Roller, Pneumatic (Self Propelled) 5.90 Scrapers (17 CY and less) 6.40 Tractor (Crawler Type) 150 HP and less 7.00 Tractor (Crawler Type) Over 150 HP 7.40 Tractor (Pneumatic) 80 HP or less 7.75 Wagon Drill, Boring Machine or Post Hole Driller Op. 6.00 Reinforcing Steel Setter (Helper) 5.95 Reinforcing Steel Setter (Struct) 8.45 Side Boom 7.10 POWER EQUIPMENT OPERATORS: TRUCK DRIVERS: Asphalt Distributor 6.70 Single Axle, Light 5.95 Asphalt Paving Machine 7.65 Single Axle, Heavy 6.10 Broom or Sweeper Operator 6.25 Tandem Axle or Semitrailer 6.30 Bulldozer (150 HP & less) 7.25 Bulldozer (Over 150 HP) 8.40 Crane, Clamshell, Backhoe Derrick, Dragline, Shovel (1 1/2 CY & Over) 9.50 Dear Sir: i Btd ItemTDuantity 110 -C . 1,150 I I ' 1 2,150 I I ' 24-A_ i 1,950 � 11 i i 340 -8 1,550 CITY OF ROUND ROCK 221 East Main Street Round Rock, Texas 78664 The undersigned, in compliance with your invitation for bid construction of Round Rock West Drive Bridge Improvements for the City of Round Rock, Texas, having examined Project Manual, Plans and Addendum, the site of the proposed work and being familiar with all of the conditions surrounding construction of the proposed project having conducted all inquiry, tests and investigation deemed necessary and proper purposes to furnish all labor, material and equipment and perform all work required for construction of the project in accordance with the Project Manual, Plans and Addendum for the following prices: Unit CY for _ . SE1..1_ . _ _ collars! 4 and _ — _ LI CoNT�(_ ��•�e _ ,_ _. cents . 45 S CY I Channel _Ecavation, plan quantity SY hem Description and Written Unit Price Street Excavation, plan quantity for and Series 0 Bidding and Contract Requirements Bid to the City of Round Rock, Texas Section 00060 Date May 24 19 88 S'_(__ dollars cents Flexible Base, 15 -inch for dollars and cents Unit Price Amount Hot Mix Asphaltic Concrete Pavement, 2 -inch, Type D -7 85 02:7 g0 / c0 S to • for EtVg _ _ sonars and — St1C cents s 5• (°c) 10 92b _' O$ 4. 12,9 co. Page 1 04/17/66 SP /00120U CO Bid item Quantity Unit • Item Description and Written Unit Price Unit efiC11 Amount 430-B 910 LE SF Concrete Curb and Gutter s o0 N - 80 OC 432 1200 . — for _ _ ._ EICat-iT — __ __. __dollars and cents . _ ._—.. ........ _ __ _. Concrete Sidewalks, 4 -inch _ _ __ _---- - - - ------ ---- .- (.., $ CO f ,,,, _ _ and St1C NI cents 432-6 1320 SF sg. . .__.1 Concrete Sidewalks, 6-inch $ • 1 4 4 C ` __210_ for dollars . .__ca...ie and . sezi.v_eN,,yr_. ____ CentS 433 lyp,e. I Concrete DriiewaY W M ( I N 798. Ott - -- for -- 14112.E - E" dollars and 1 _cents 436 560 SF Concrete Valley Gutterc A i to 5 ..-1 • Z Z. for _ _ _ -)12-. _ . _ _ _ dollars and _ r.,#,..) _ .._ . _ ___ cents 510-A 32 LF Pipe, 24°-die., includin_g excavation, trt $ • rze and backfill for T te... CiN/L_-_=" dollars and —0 cents 559-A 355 CY Concrete Box Culverts $ 3'72.0. I o r —1 : 6 - , 9 _“..0-1: ‘%•%_V- ..C5': dollars --tar and cents SP/00129U (ALL) 12/03/86 Page 2-A Sid itmn Clusnety Unit Nom Desalption and Mitten Unit Moo Unit Pdoit Amount 560 - 475 CY SY SY SY Coarse Aggregate . i 10 5 .2s S._ 7 112. 591 _ .______ 604 . 605-A 80 900 _ . 670 for _ _..P . .._ dollars and — nEEtk..) cents an Concrete Riprap, 4-inch 2-10620. °Q for 71 _dollars and _=%PMErgELS/G—.—_. cents Seeding for Erosion Control -- s CX S Od, 450. Method B, straw mulch for . . . .. . ____ dollars and el _ ____,_ cents Soil Retention Blanket S_ - I S7 .0 - to for - 1 . 1....3 0 dollars and Eicai47%( cents __ 706GP 236 LF LS 2-Inch Galvanized Pipe Handrail CO S Se _ oc f 727 1 lot . ..t_.C.-laWr• ._)•-_ _ __ dollars -- "e" .-nts and _ Salvage of Existing Foot Bridge, W , 5 SCO • S • • Cg 5 Construction Signs and Barricades -- for" .F3 -.....;_elS&LW___I2DETiollars -- er - and cents Total Amount Bid _c_LJE 0 . 001 zowc: , I4l.loctisCA 'scve • - FbuR— Dollars $ 170 401 ar-rc-r-i o..rre-m Rets_i..A.a-a. L =imrse cm.irs. figures SP/00120U (ALL) 04/17/86 Page 3-A 1 1 1 . 1 1 1 1 Series 0 Bidding and Contract Requirements R OUn d Section 00120 Enclosed with this Bid is a Cashier's or Certified Check payable to the City of Rockor Bid Bond in the amount of 5 percent of the Total Amount Bid I ____ __. -_ -_..._ _ _ . _ _ __ - _ - Dnllarsll5 j It is agreed that in the event this pruposai is accepted by me City aria the undersigned BiJder tails to execute the Contract and furnish prescribed performance and payment bonds within Ten 1 t0t days alter notice 01 award of contract to him, the bid guaranty shall become the property of itie City as liquidated damages, not as a penalty but for delays and inconveniences or the City may pursue ary other action allowed by law TIME OF COMPLE1 ION The undersigned CON T RAC TOR agrees to r.onunence work w■Itur. tent 101 days atle: written notice as specified in a written' Notice to Proceed' to be issued by the OWNER and to r emplete construction o1 the improvements as required by the Project Manual, Plans and Addendum for Round Rock West Drive Bridge Improvements -- within 120 calendar days The CONTRACTOR further agrees that should the Contractor fait to complete the work within the time limits specified herein or as subsequently adjusted by Change Order, he shall pay the liquidated damages for each consecutive day thereafter as provided in the following paragraph, unless the City elects to pursue any other action allowed by law LIQUIDATED DAMAGES The CONTRACTOR understands and agrees that the time ci completion is an essential consideration of development of his proposal and that failure to complete the work under this contract within the allotted time as specified or subsequently adjusted by Change Orders. will result in damages to be sustained by the OWNER The CONTRACTOR and OWNER further agree in applying liquidated damages that such damages cannot be precisely measured or that the ascertain- ment of actual damages would be unduly difficult alter the fact therefore, the CONTRACTOR and the OWNER agree in apply- ing liquidated damages that for each and every calendar day the work or any portion thereof remaining uncompleted alter the completion date as established by the first sentence of the above paragraph Time of Completion the CONTRACTOR shall pay, as agreed liquidated damages, the amount of Two Hundred dol (5 200.00 per day and that such amount shall be deducted by the OWNER from any payment to the CONTRACTOR The bidder acknowledges the liquidated damages and all conditions pertaining thereto as herein established and agrees to pay such damages it the work is not complete on or before the time established herein or as subsequently adjusted by Change Order The undersigned acknowledges receipt of the following addenda Addendum No. 1 dated _. _ M ay 18 , 1988 _ _ Received _. May 23, _ 1988_ _ (Seal) End Addendum No 2 dated Received Addendum No 3 dated Received J. C. Evans Excavation Co., Inc. C Secretary, if Contractor is a Corporation v' PRE sl 8 4'l' Title 8217 Shoal Creek Blvd. Suite 200 Austin, 'ekas 78758 Address Page 4 04.17:86 SP/00120U BIDDER'S BOND City of Round Rock (Must be in an amount of at least 5% of the bid. If the bid is upon alternates, this bond must be for at least 5% of the highest amount for which the bidder offers to do any or all the work bid upon.) THE STATE OF TEXAS COUNTY OF WILLIAMSON KNOW ALL MEN BY THESE PRESENTS: THAT WE, , as principal and the other subscriber hereto as Surety, do hereby acknowledge ourselves to beheld and firmly bound to the City of Round Rock, a municipal corporation in the sum of Dollars. The condition of this obligation is that:- - WHEREAS, the said principal is submitting to the City of Round Rock his or its bid for the doing for the City of Round Rock of certain work and construction of which the following is a brief description to- wit: -- Construction of a cast -in -place concrete multiple box culvert (6- 10'x10' MBC) and approximately 100 LF of 40' roadway in Round Rock, Texas, in accordance with the plans and specifications for such work upon which such bid is made, to which plans and specifications reference is made for a more full description of the work and construction referred to. NOW THEREFORE, if the said bidder is awarded the contract for such work, the said bidder will, within the time provided in the specifications, enter into a contract with the City therefor upon the form and to the purpose and intent provided in the specifications, and will furnish a good and sufficient construction surety bond executed by said bidder and one corporate surety organized under the laws of the State of Texas or authorized to do business in the State of Texas and having a fully paid up capital stock of not less than $100,000.00 and duly licensed and qualified by the Board of Insurance Commissioners of the State of Texas under the provisions of Articles 4969 to 4972, both inclusive, Revised Civil Statutes of the State of Texas, which bond shall be for an amount equal to 100 per cent of the contract price and shall be conditioned in accordance with the requirements stated in the specifications upon which such bid is being submitted. In the event said bidder is unable or fails to execute said contract for the work proposed to be done or is unable or fails to furnish said construction bond in the amount and condition as aforesaid, the undersigned principal and surety shall be liable to said City of Round Rock for the full amount of this obligation which is here and now agreed upon and admitted as the amount of the damages which will be suffered by the City of Round Rock on account of the failure of such bidder to so comply with the terms of his bid. Executed this day of , A.D. 19 PRINCIPAL By By Surety INSTRUCTIONS: The surety on the foregoing bid bond must be a corporate surety meeting all of the requirements therein fixed for the Surety upon the performance bond thereby contemplated. Unless such Surety appears on the United States Treasury Department's current list of approved surety companies, this bond must be accompanied by a certificate bearing date not more than five days prior to the date fixed for the opening of the bids to which such bond relates, by the Board of Insurance Commissioners of the State of Texas, certifying to the fact that such Surety is licensed and qualified under the provisions of the Texas Statutes referred to in the above bond. Bidders and their Surety may at their peril and risk furnish a bid bond upon some other form than the foregoing sheet itself; but any bid will be subject to being rejected if the bid bond is upon any other form than the foregoing and fails in any respect to comply with the City's requirements as stated in the City Specifications and General Conditions. CONTRACT FORMS STATE OF TEXAS AGREEMENT COUNTY OF WILLIAMSON THIS AGREEMENT, made and entered into this hoc' day of , ! , A.D. 19 , by and between the City of Round Rock, Texas, a Muni jpal .rporation, home rule City and political Subdivision organized and existing un.er the laws of the State of Texas, acting through the City Manager or designee thereunto duly authorized'to do so, Party of the First Part, hereinafter termed OWNER, and kl.C. , of the City of County of 184Alis , and State of l i 48 , 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 the Party of the First Part (Owner), and under the conditions expressed in the bonds bearing even date herewith, the said Party of the Second Party (Contractor), hereby agrees with the said Party of the First Part (Owner) to commence and complete the construction of certain improvements. described as follows: Round Rock West Drive Bridge Improvements, and all extra work in connection therewith, under the terms as stated in the Project Manual, Plans and Addendum;, and at the Contractor's own proper cost and expense to furnish all the materials, supplies, machinery, equipment, tools, superintendence, labor, insurance, and other accessories and services necessary to complete the said construction, in accordance with the conditions and prices stated in the proposal attached hereto, and in accordance with the Project Manual, Plans and Addendum, which includes all maps, plats, blueprints and other drawings, and printed or written explanatory matter thereof, and the Specifications therefor, as prepared or approved by Baker - Aicklen & Associates, Inc. (1717 N. IH -35, Suite 206, Round Rock, Texas), each of which has been identified by the endorsement of the Contractor and the Engineer /Architect thereon: all of which are made a part hereof by this reference and collectively evidence and constitute the entire contract. The Contractor hereby agrees to commence work within ten (10) days after the date contained in the Notice to Proceed given to the Contractor, and to complete same within 120 calendar days after the date of the written Notice to Proceed. Time is of the essence to this contract. The waiver by the Owner of any breach of this agreement must be in writing to be effective, and waiver of any breach shall not constitute waiver of any subsequent breach. The Owner agrees to pay the Contractor from the available fund for the performance of the contract in accordance with the Bid Proposal submitted therefor, subject to additions and deductions, as provided in the General Conditions of Agreement, and to make payments on account thereof as provided therein. Although drawn by Owner, this Contract shall, in the event of any disputes over its meaning or application, be interpreted fairly and reasonably, and neither more strongly for or against either party. In Witness Whereof, the parties to these presents have executed this Agreement in multiple originals in the year and day first above written. ATTEST: Approved as to form Law Department Secretary, if Contractor is a Corporation or otherwise registered with the Secretary of the State End. Party of the First Part (Owner) City of Round Rock Party of the Second Part (Contractor) Na e o S gnatory: Title of Signatory: *Copy of Corporate Resolution and minutes with certificate of officer of Contractor as to authority of signatory to bind Contractor to be attached. J. C. Evans Excavation Co., Inc. CORPORATE AUTHORIZATION RESOLUTION RESOLVED, that Blake A. Kuhlman, Vice President of the a corporation duly organized and existing under the laws of the State of Texas and that the following is a true, accurate and compared transcript of resolution contained in the minute book of the Corporation, duly adopted at a meeting of the Board of Directors of said Corporation duly held on the 26th day of January 19 88 at which meeting there was present and acting throughout a quorum authorized to transact business hereinafter described, and that the proceedings of said meeting were in accordance with the charter and by -laws of said Corporation and that said resolutions have not been amended or revoked and are in full force and effect: "BE IT RESOLVED, that the Vice President, Blake A. Kuhlman be and is hereby authorized and empowered to sign any and all documents on behalf of said Corporation." C.E.O. The undersigned SiEtklltilt rXof CERTIFICATION J. C. Evans Excavation Co., Inc. hereby certifies that the foregoing is a true and correct copy of a resolution adopted by the Board of Directors of this Corporation and that said resolution is now in full force and effect and is duly recorded in the Corporate minutes of said meeting. `Witness my hand and the seal. of the Corporation this 13thday of 1 1 July 19 88. // ! (/:, • Jimrr¢m�yy r D, Evans ;wait axeoyaive Officer , RECEIVED .,:::L 1 It 1988 / MINUTES OF A SPECIAL MEETING OF THE BOARD OF DIRECTORS J. C. EVANS EXCAVATION COMPANY, INC. JANUARY 26, 1988 On the 26th day of January, 1988 came to be held a special meeting of the Board of Directors of J. C. Evans Excavation Company, Inc. for the purpose of electing the company's officers. The Chairman of the Board instructed the secretary to call the roll to determine the directors present. The secretary determined the following directors were present: J. C. Evans Jay C. Evans James D. Evans Blake Kuhlman Gardner Parker Joe Jackson, Jr. David Holland and Mark Ritter were present in an advisory capacity. Upon motion made by Blake Kuhlman and seconded by Joe Jackson, Jr. the following resolution was unanimously adopted: Resolved: That the persons whose names are hereinbelow riete3 and each of them hereby is, elected to and declared qualified to occupy the corporate office or offices set forth opposite their respective names; and that such persons shall occupy such offices until their respective successors shall be duly elected and qualified, unless they shall sooner resign or be removed in accordance with the Bylaws of the corporation: Name • Office J. C. Evans Senior Chairman of the Board Jay C. Evans Chairman of the Board Jaynes D. Evans president Blake Kuhlman Vice Presient, Secretary and Treasurer RECEIVED • . 1 4 5988 4 . w As there was no further business, Blake Kuhlman made the motion that the meeting adjourn, and it was seconded by Gard er Parker. As there were no objections, the meeting was adjourned. the Board RECEIVED J.0 L 1 4 1981 J.: STATE OF TEXAS COUNTY OF Travis Bond #400HN7990 e tl PAYMENT BOND Co., Inc. Know All Men By These Presents: That J. C. Evans Excavation of the City of Austin , County of Travis and State of TPXRG as principal, and St. Paul Fire and Marine Insurance Company a solvent corporation 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 interests may appear, all qf whom shall have e riq t to sue n this bond in the penal sum of �}e t nine y undre e an vepby Fou s undee U.S. Dollars ix (5 170,469.50 U.S.) 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: The conditions of this Bond or such that, whereas, the Principal has entered into a certain written contract with the Owner, dated the 15th day of .T ,na 1988 which Agreement is hereby referred to and made a part hereof as fu and to the same extend as if copied at length herein. 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 oweing by said Principals for Subcontacts, work, labor, equipment, supplies and materials done and furnished for the construction of the improvement of said Agreement, 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. Surety, for value received, stipulates and agrees that no extension of time, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such extension of time. In Witness Whereof, the said Principal and Surety have signed and sealed this instrument this 15th day of June , 19 88 - c Sr Paul Fire and Marine Tnsurance Company mope Surety * Address: Department of Public Works 221 E. Main St. Round Rock, Tx. 78664 The name and address of the Resident Agent of Surety is: • Bill Pitts Insurance Agency PO Box 2291, Austin, Tx. 78768 Note: A copy of the Surety Agent's "Power of Attorney" must be attached hereto. End. By / U' "` By Title 1//CE 1 Titl Rose Ma :e Boriskie A torney -in -Fact 7; Address PO Box 9647 Address %Bill Pitts Insurance Agency, PO Box 2291 - Austin, Tx, 78766 Austin, Tx. 78768 I i 1 1 1 1 1 1 1 � I 1I 1I II II 1 1 I gown( iS(( oi ( (( ( ti {((l(t (( t((((((t(((tt(t(((((i(�(((((ll �5541�155ti1S4y44�S15541ti QQ } S PA UL IRE j�D R CI NCE'CO O 111Y ' NM CER TIFICATE.On iF Vr1` II , . S \t t l, \ g ton Vt9 e e f- ,r t au ,. M i nes \t, 1 \11�� ' at> I } 3 to r ,i1 5 � . Paul �r tnneso a 5, 5 .r AuiHOiiiiy'NO. ' („ )� r \ t (ill tt(tttlttltit}\ }tlltttl}tt N tUlttt11 }rift +tttllttt r I ) Jjo ry renv,'ic of U i a ofr ilu s Pow { .� orney, ymay e]ephone tolff O ,328 an a$t or� ON he o e o ttorney dlerk� leas fete i)'o t ercate of uthor No. ad th named roil, dus . ' ( ra iuruwuuru( ( �u«r(uarruarn�ra((rur(muiriuu(r m(n(lul(n�((c(t(tt((linu�i((� G ENERAL•POWR OF AITORNEY� CERTIFIED COPX '� � �( 1 ` 1 `` 22 ` `�` 1 t+` 2 ` 1 ( 4 i '7 ( �� # # #�1'( on File a6 Office•of Cdiri See'Certificatio'n 11 1tll�}'}}�!(If(i�lll��l��f� tr Ir un „,,„(uufltrr q(„, ill!„„„ , + rrrlt„„,„„tlf . lte„,„, orati (f(iUl(1 RNO '? LL! „ � E SF F IrnncipalRESENTSeThatS, CityrPaul Fire and.Marine'nsurance Company, a corpon.organaed a exs unde teaw • nd ting r hlsof he l Sate o`6Minabsii mg wtfice in'the,' ful iMin • iie o, does hereby,coast rce d a a - ' iu,rl � ' t )' � ° dix��Cavr 'S Pa ( , , � . . �. � , ) H s Pi'tt;s Ro s e, Mari Bo,risk'ie Jame 0. Schnell �(( (`l „ ( t, (` (` `tt „ , ```.``` r 11 ti +1 , (` t ` ( ,.,, ( , 1``4( 1 1` ` ``y ``4 + 1 + ,t,, 4 , ` , t , ` ,•• ` , 1 ,, t yy I I '1)) M !)11111 uuu)R lull 1())f I'l )) I)u) y)) �u))) t1) �1}) 1))))) 11 ?11) ?)1 ? ? ?1)))) ..I, ,i, ,,•� � y � ae�)� � Texas Its true and . lawfu 'attorney(slll- rn- factto a ecu e1• seal', and, deliver for, and on nsibehalf as gurety,�anyand alt bonds and unde akmgs, irecognizances, contractsof tinderdnity anA other' ivritin gsb j {{ igatot1"irs )(( the )(( 'n } {} atki ethereof!vihich'aie required oi';permitted by law' iatute rule, regula„ e 1.,, �� 1�� l��f�� }�� 1� �� uu tion contractor W � uUl o her NOT, O EXCEED NIIPE,NAL,TY TH ESUM ) ) TWENTY''FIVE MILLION 1 r r h a ((((tt ff ((!!rr((ffiff(((((t((((( ( �,gg2.5 ;f 00 (ACH, � ��1� S { (� 1 ' �11! l) t)) 1)) 1 IlSfffSSSf StIIII S } ,11 J1111rI11Ntr fAlNIl /N } ur Stl, Paul / 1 SS�� S��f�f �SS��(�(�� } � $ r r I I � it , 'and theexecu ton of allsuch'instfument s) in,pursuance of hose presents, shall be asbmdingupon'said 'Fire and'Marine Insurance Company, as fully and a ply9 oalPintents and purposes asifthe ame had'been duly' executed' and acknowledged by its'regularly elected officer at its principal office.! 1 Th r This P uIN\ \ tee nte mayb�}}icrt \r i d to a )}tlu may be revoked:. pursu}a 111 an dlby autho ity) »nlrlill 1 �11091� () lo)1h e B ))))))) Tis Powe of'A otne is ecu d, and may ecertified.to and may be revokedan •to andb authorit of Article V,- Secnon 6(C ,, of 'the B -Laws ;adopted bt the,Boerd'of Dit'ector3bf ,p ST.,PAt1L$IRE'ANI),MARINE INSURANCE COMPANYat a meeung called and held on the 23rd day of January, 1970, of hieh h te�followid ,isa Tre ira nscri of said Section 6 C f' > . ) , 1 l , n li)))) » »ll) II 111 , 3r�14545151�ti 4 1S1fS��1 S f b511S )l,i? ll,) �f151151�f11s1 b The presider: or an ce Pres,den , Ass,t an Vice,Presidenf, Secretary or,Resident.Secretar shall.have owera d ( 1,1i T A ttijey s - in-faci and oaothbizem ' lb on h Company, and attach the Seal of the Compan S bo a ad'undeorrla logs;' recdgniz '; be ofalf h of writings the thereto, obligatory in'ihrnatur, thereof ,a•, \i) } } \ \) \ \I \tt1 \ \IN s ) ' � { (2 i'"TTo, ap A ttoi n eys�'- m= tach'y Neiebyi�authortzed to certify io copies of an'y'pot nr of- atto issued i pursuance of thi , \O , 6 i i i 6 , i ii g i d l of th'e C m pa n}} and ,1�111U �}171�U1)ll�e1}�)1)\ 111) 1111q )11 }tl }11 1) ))}) 3 o' emov'e' ai anytitne;'au uch o o .iri -fact o P 111 p e el A tor -m a ,and re t eia ho t y g t a him.' 11 ))) ? )) ) ?) ) r.dii (5) ii1 }}}1111111111)111111 �111I1 »1 U)i» e1 ))1 1111) 111)) l uur) ie e 1 ) �1 uu) 1 C( 1)tu )) » )))�)))tet5�)1 111) 1) fl ) l )) }1 }11 1 F urther, this F o Attorney ustgned a ; s ale by facsimile purs uant(to resol of the Boa of Direc or ,o s i Company' adopt at a meeting�duly 'ealled,and held on h 6th day of May, 1959' 'of hieti,theifollali 'is h Irue'ezcerpti� I lo PI4 r ((t of d n r h f fuusca nd th r rs ea to t e ffix 1 1 1111�771�1 9ueh � 1oIve r 1C f att � rney 2 1�1CCC yceritftc trretalin r , o t he�st g nat res uc nd t 'e , ea l , fica ben ofhhe C omp a ny m ay, buaffhredta anysech•gowe o attorney or any certificateyth:iag � Ihere tN r fadtirnlle,(andanyairch power of aitbineyor' terh'te C p. such'facyim le @ign o r,facsimdd s valid and binding upon the I COmp Woo ed,and hdtlifie by, acsimi u 'facsmile,seal,3hallbevalid and,bindins upon'the Coinpanyin' the rfuiule( w eipect• loany bondorunderta k ing io w h ich .i t� i fs' altacli ed`. "'1t1 1`ii`lt i ` +t`14`4t +`` ( `1411t`` t { ll uaddrdnui tl »il( i 11l» flifl, II) 11U),)»Illl)1) )/ »)lldlll11J J AIN),) uu Il fl / /)1u))u1)u)))) 11111) IuS U)u$)))SU1uu)S))u))u)ruu)ullli v"v` IiCE 6w4, N' TESTIMONY,,WHEREO ,St'. Paul' Fire and :Insurance'Compan has 'caused this instrument o. be signed and its I ' ' eo rp oraie seal'to ti i aff •'iii aoied officei is `lsl M ch A'D 94.' 1 I 1 '„ „ - i ( ( ,tiuthrz ,t ,, "ti thi t day of +• 4 I \I li\, 11111 \ t\\ IIt(((()(((((((((( ((((((((((((((((( 1I((((((((((((G �! �� i��u��u�1��u�� ,� �� ST. PAUL FIRE AND MARINE INSURANCE'COMPANY ' S T O, I ESOTA}; I , utu,i , tvo 1 II , l µ,,,,,,13, . 1 , "'li\1 \1 t�- % WifXi.,a+9i m ;- 4 ,':'M , , ,il'k" , +r, ss 1 Cou tY 'o' a .r 1 ``� ys 3 tit p ic President i , R � ( tt 11 1 1 1 1 {� 1 1� . 1 ; � e ghgNI(VO rlr l l l l l ) 1 I , �(I / (i � (1 1 1 ,(!111(111(( }) r , �111�1 cc e 111 (( t }I ! �4 . l t!h , ( n tf I i, , 1 „ t , I h l� 3r dak of V r t t 8, 8 � ibefore me ame he individua who 8 the preceding ns rum en[ „ ome I per ona ly 4 n;j arid efng' d i e, du ysworn; 's aid tha he}she is he h ere n described and' authorized officer' of St.IPaul1 F rd, Marine Insurance ' �OOmpan ihatihe�sealaff snfd' nstrumenl,is the.Corpdiaic Seal of' Sa Com pa ny than he said Corporate Seal and his/hers gnafure weie'du affixed `bNordec of he' oa rd,o i ii e iiii ( oif(i(iti(� iii i{ 1 1 1111 Il11lc e1111�111e i eIR(i le k (Kie(( ((e( (lifeeli(tOf el (II ll(I ! ��y14�((u }�� iS , H a tie i . e I I iT ESTIMO Y , W REOFI� eetnlose m andandaffixedmyOfficial cal' „at,thecrt yofSt: Pabl a "nil �ar'ff { ,�b ' o } en 3 1 ( 1) 111�� «��f Y �� ''' W��}} t i u,„ t 3 u 3 1 d SsSSflii lSS i a s s �s�tis�SS�s4s�ss • : ( MA RY C- CLP CY' Notary Pub lic) Rams County; MN i i )tiliorExpi nrrfey mitll"i+i'r' 1114111#1011 I IliIiirey11N10 (jelmlber I, I9l CERTIFIOAT t }. ,1 i\ 11 1 , v0 i1il ,(„ and 1 ( ,,,� liil� e�l 1 1�11e 1��111i ' 'the undeaiired�off cere.fS,Pau'Fire and Marinelnsueance, ompany, do hereby certify hat! have compared the foregoing cofj hePo erofA orney '' affidavit;•and'ihecopy ofiihe Seenon of he By,Csws'of, sa d Company as se tforth .m,said Power of At o ney ins hlthe ORIGNALS ON 'FILE'IN THE 'HOMEi A OFFICE OF SAID COMPANY 'and hat ti a same are correct transcripts thereof and of the whole. ofahe said oiigmals,'and that the said, Power o f dortiey,'has n tbeen a ked is not u e td l 'fo ce and'effec 1 )) 11 e 1 1 1111 �� ta Wi . f , S cif f ci if 1�n ► �� Iliilli� fl�l�lli11�1�13��1� lid FIF Z l �lcc c��l i�� c((e ( i " is vo r I � " ! IMONY HEREOF hayehereun oset•myhandrth s *, ��'+�( � lm 1 1 ” i(11 i 1 , 'II 0 (i 11� X 11 1,I t�;u ��51�, ») )n` �� CCC �e(l(��)5((()Jr, , fin,; tE' �+11 sl 'ila of h,,,. `. d a.� 19 r ( I } }} Secre a ry 4, 11111tH) , r) » »1 ) »i) ))) » ) f ) ) » ) )) "' d)» ») ) )) »»1 ») ))i) )) )) th e y r» ) Si ht fo 1 , f Faa o e n c ar ) O &risfied cop of Powe o f ) Attorney b eanng� , g Cern is f Authority v in sprinted in red on the upper ugh come binding. Piro ocop a carbo i copies on o tie ep 411 ` 'docutnen @e re, nVaiid a nd b inding upo Com any r j jtlat�t(�Ateatt(�ut� }1� e lei ii iii�(elilii filet ii lief ieieieiii ileiei� ICiliii ??? r �» ; � a lklt�r rt ��t� ��i ll l i NNIMINININ Ibli gig 1 1 1 1 1 1 1 , I I - STATE,OF TEXAS COUNTY OF Travis C.I.P. NO. Bond #400HN7990 PERFORMANCE - BOND Co. Inc. Know All Men By These Presents: That J. C. Evans Excavation of the City' of Austin , County of Travis and State of Texas as Principal, and St. P aul Fire and Maxine Insur ance Co mpany a solvent company 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), in the penal sum of One Hundred Seventy Thousand Four U.S. Dollars ($170.469.50 Hundred Sixty -nine and .0 /lUU U.S.) 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: The conditions of this Bond or such that, whereas, the Principal has entered into a certain written contract with the Owner, dated the 15th day of June , 19 88 , which Agreement is hereby referred to and made a part hereof as fully and to the same extend as if copied at length herein. Now, Therefore, The Condition of This Obligation Is Such, that if the said Principal shall faithfully perform said Agreement 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, and according to the true intent and meaning of said Agreement 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 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. Surety, for value received, stipulates and agrees that no extension of time, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such extension of time. In Witness Whereof, the said Principal and Surety have signed and sealed this instrument this 15th day of June , 19 88 J. C. Evans Excavation Co., Inc. St. Paul Fire and Marine Insurance Company Principal Surety *Address: Department of Public Works 221 E. Main St. Round Rock, Tx. 78664 r By .di—> By Tit e VJC E P e.c .ca p. Ail— Ti e Rose Marie Boriskie- Attorney -in -Fact Address' po Box 9647 Address %, Bill Pitts Insurance Agency 1 Austin, Tx. 78766 P.O. Box 2291 Austin, Tx. 78768 The name and address of the Resident Agent of Surety is: Bill Pitts Insurance Agency P.O. Box 2291, Austin, Tx. 78768 Note: A copy of the Surety Agent's "Power of Attorney" must be attached hereto. End. 1 1 1 i 1 1 1 1 i� 11 11 11 11 11 11 11 11 1I aStibuI amen ST. PAUL FIRE AND MARINE INSURANCE COMPANY 385 Washington Street, St. Paul, Minnesota 55102 • 3 • For verification of the authenticity of this Power of Attorney, you may telephone toll free 800 -328 -2189 and ask for the Power of Attorney Clerk. Please refer to the Certificate of Authonty No. and the named individual(s). GENERAL POWER OF ATTORNEY - CERTIFIED COPY (Original on File at Home Office of Company. See Certification.) KNOW ALL MEN BY THESE PRESENTS: That St. Paul Fire and Marine Insurance Company, a corporation organized and existing under the laws of the State of Minnesota, having its principal office in the City of St. Paul, Minnesota, does hereby constitute and appoint: Hays Pitts, Rose Marie Boriskie, James 0. Schnell, Norman Rolling, Jack Wagner, individually, Austin, Texas its true and lawful attorneys) -in -fact to execute, seal and deliver for and on its behalf as surety, any and all bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof, which are or may be allowed, required or permitted by law, statute, rule, regulation, contract or otherwise, NOT TO EXCEED IN PENALTY THE SUM OF TWENTY FIVE MILLION ($25,000,000) EACH and the execution of all such instrument(s) in pursuance of these presents, shall be as binding upon said St. Paul Fire and Marine Insurance Company, as fully and amply, to all intents and purposes, as if the same had been duly executed and acknowledged by its regularly elected officers at its principal office. This Power of Attorney is executed, and may be certified to and may be revoked, pursuant to and by authority of Article V,- Section 6(C), of the By -Laws adopted by the Board of Directors of ST. PAUL FIRE AND MARINE INSURANCE COMPANY at a meeting called and held on the 23rd day of January, 1970, of which the following is a true transcript of said Section 6(C): "The President or any Vice President, Assistant Vice President, Secretary or Resident Secretary shall have power and authority (1) To appoint Attorneys -in -fact, and to authorize them to execute on behalf of the Company, and attach the Seal of the Company thereto, bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof, and (2) To appoint special Attorneys -in -fact, who are hereby authorized to certify to copies of any power -of- attorney issued in pursuance of this section and /or any of the By -Laws of the Company, and (3) To remove, at any time, any such Attorney -in -fact or Special Attorney -in -fact and revoke the authority given him." Further, this Power of Attorney is signed and sealed by facsimile pursuant to resolution of the Board of Directors of said Company adopted at a meeting duly called and held on the 6th day of May, 1959, of which the following is a true excerpt: "Now therefore the signatures of such officers and the seal of the Company may be affixed to any such power of attorney or any certificate relating thereto by facsimile, and any such power of attorney or certificate bearing such facsimile signatures or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by facsimile signatures and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which h is attached." day of March , 19 88, before me came the individual who executed the preceding instrument, to me personally known, and, being by me duly sworn, said that he /she is the therein described and authorized officer of St. Paul Fire and Marine Insurance Company; that the seal affixed to said instrument is the Corporate Seal of Said Company; that the said Corporate Seal and his /her signature were duly affixed by order of the Board of Directors of said Company. On this 3rd CERTIFICATE OF AUTHORITY NO. 1221247 IN TESTIMONY WHEREOF, St. Paul Fire and Marine Insurance Company has caused this instrument to be signed and its corporate seal to be affixed by its authorized officer, this 1st day of March, A.D. 1984. STATE OF MINNESOTAI ST. PAUL FIRE AND MARINE INSURANCE COMPANY County of Ramsey I ss. Vice President IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed my Official Seal, at the city of St. Paul, Minnesota, the day and year first above written. MARY C. CLANCY, Notary Public, Ramsey County, MN My Commission Expires November 1, 1990 CERTIFICATION I, the undersigned officer of St. Paul Fire and Marine Insurance Company, do hereby certify that I have compared the foregoing copy of the Power of Attorney and affidavit, and the copy of the Section of the By -Laws of said Company as set forth in said Power of Attorney, with the ORIGNALS ON FILE IN THE HOME OFFICE OF SAID COMPANY, and that the same are correct transcripts thereof, and of the whole of the said originals, and that the said Power of Attorney has not been revoked and is now in full force and effect. day of IN TESTIMONY WyEREOF, I h S. hereunto net my hand this 19 Secretary Onl a ceie copy Power Atorney bearin t C en' to Authori No. printed n red on the upper right corner is binding Photocopies, carbon copies or othrt e reproducto ions of o thtis document are g inval i d a , . not binding upon ty the Comp ANY INSTRUMENT ISSUED IN EXCESS OF THE PENALTY AMOUNT STATED ABOVE IS TOTALLY VOID AND WITHOUT ANY VALIDITY. 29550 Rev. 3 -84 Printed in U.S.A CO ;.x. LTR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE (MMO DMI POLICY EXPIRATION DATE (MWDO fYYI ALL LIMITS IN THOUSANDS y�t.. A '~ GENERAL x LIABILITY COMMERCIAL GENERAL LIABILITY D136,01276 10/1/87 10/1/88 GENERAL 0.GGflEGATE $ 2 1 1 1 i' l E � $ 2 OD 1 1 1 ' 8 1,00 ' 2 PRODUCTS CON.PIOPS AGGREGATE CLAIMS M11AOE OCCURRENCE © PERSONAL BAOVEPTISING INJURY OWNER S 8 CONTRACTORS PROTECTNE EACH OCCURRENCE FIRE DAMAGE (ANY ONE FIRE) MEDICAL EXPENSE (ANY DNE PERSON) $ S A }T.. AUTOMOBILE x — X X LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS GARAGE LIABILITY CAL933708 lO /1 /H7 lO /1 /B8 $ 1 OOO .tt•. ' t. P P (PER PERSONI $` eooar INJURY ram c.em... :..•�, ,..y: -., PROPERTY DA,AGE $ -? EXCESS LIABILITY "' OTHER THAN UMBRELLA FORM GO 8276183 10/1/87 10/1/88 L � : , .'•(� "'?' �. G::.'J AENLE �;, 10 • � _,,,,•.' - -- AGGREGATE $10,b00 •' �,- A WORKERS' COMPENSATION AND EMPLOYERS' LIABILITY C26823961 10/1/87 10/1/88 STATUTORY .,,; " Y Aa;`gG ,.. $ 500 EACNACCIOENTI $ 500 IOIEEPSE POLICY $ 500 (DISEASE EACH EMPLO PLO YEE, OTHER CERTIFICATE OF INSURANCE PRODUCER x Bill Pitts Insurance Agency P.O. Box 2291 Austin, Tx. 78768 INSURED J.C. Evans Excavation Co., P.O. Box 9467 Austin, Tx.78766 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. - - COMPANY LETTER A COMPANY LETTER B COMPANY `. LETTER COMPANY D LETTER COMPANIES AFFORDING COVERAGE INA of Texas THIS IS TO CERTIFY THAT POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS, AND CONDI- TIONS OF SUCH POLICIES. .:i1 QERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EX PIRATION DATE THEREOF, THE ISSUING COMPANY WILL XDOODINKM MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AG NTS OR REPR S NTATIVES AUTHORIZED REPRESENTATIVE : 1 1 Bill Pitts Insurance A•en ® IIR/ACORD CORPORATION 1915 The City of Round Rock Department of Public Works ▪ 221 E. Main St. ▪ Round Rock, Texas 78664 ICTIONS /SPECIAL ITEMS Re: Round Rock West Drive Bridge Improvemet}ts_ ` ; Q4 BINDER IS A °TEMPORARY INSORANC1= t iN A CT S BJECT TO :THE CONDITIONS SHOWN ON THE REVERSE SIDE OF "THIS FORM. .hva. 1-1S('. gw a{. e +w `u :a4 /451 :C .•,;a` ACORD 75 (11/77•c) Sill P4fts Insurance Agency 6/24/88 Signature of Author ✓ed Ren,00 n;arni. D RMB /ns NAME ANC YIA.L N5 AO :RE55 OF INSURED P 0 E R T Y 1 A A T O M 0 L E AME AND AUOREbS OF AGENC Bill Pitts Insurance Agency P.O. Box 2291 Austin, Texas 78768 City of Round Rock Department of Public Works 221 E. Main St. Round Rock, Texas 78664 ce — _ Type and Location of Property Type of Insurance I- Scheduled Form ❑ Comprehensive Form [1 Premises /Operations Li Products /Completed Operations Er Contractual T OOther specify below) Owner Contractor Protec _ Y =. Meg Pay $ Per $ Per F••; >nn AACiaenf Personal InlUry • Liabdn✓ ❑ Nan owned Co CofhsiomDeducuble ❑ Medical Payments L1 Uninsured Motorist O No Fault (specify) G Mgr (speedy) ❑ Hired $ SPECIAL CONDITIONS /OTHER COVERAGES On Round Rock West Drive Bridge Improvement NAME. AND AUUnt'.,' it I. I MUm(,ArAt I ❑LOSE PAYEE r AMYL INSANE u LOAN NnrroEP COMPANY INA ;' tid .141 1, S #; B oder No 220 PH Effective 12:01 am 6 -15- ,19 88 Expires MC 12:01 am ❑ Noon 7 - 15 — ,79 88 This binder is issued to extend coverage in the above h,amed company per expiring policy ft Description of Operation /Vehicles /Property J.C. Evans Excavation Co., Inc. is the Contractor Coverage /Forms Bodily Injury Procerty Damage Bodily injury & Property Damage $ Combined ❑ A ❑ e E l c Perscna : :n,v) ive Liability Bodily Injury (Each Person Bondy Injury (Each Accident, ❑ WORKERS' COMPENSATION — Statutory Limits (specify states below) El EMPLOYERS' LIABILITY — Limit Lerce'.■ is notes se :w Coverage /Perils /Forms Amt of Insurance Ded Limits of Liability Each Occurrence. g•ega!e $ 100,000 s 300,000 225 000 S Limits of Liability Property Damage S Bodily Injury & Property Damage Combined $ 1 STATE OF TEXAS COUNTY OF Know All Men By These Presents: That of the City of , County of , and State of as Principal, and a solvent company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto (Owner), in the penal sum of U.S. Dollars ($ U.S.) 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: The conditions of this Bond or such that, whereas, the Principal has entered into a certain written contract with the Owner, dated the day of , 19 , which Agreement is hereby referred to and made a part hereof as fully and to the same extend as if copied at length herein. Now, Therefore, The Condition of This Obligation Is Such, that if the said Principal shall faithfully perform said Agreement 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, and according to the true intent and meaning of said Agreement hereto annexed, then this obligation shall be void; otherwise to remain in full force and effect: Principal Surety C.I.P. NO. 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. Surety, for value received, stipulates and agrees that no extension of time, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such extension of time. In Witness Whereof, the said Principal and Surety have signed and sealed this instrument this day of , 19 • PERFORMANCE BOND By By Title Title Address Address The name and address of the Resident Agent of Surety is: Note: A copy of the Surety Agent's "Power of Attorney" must be attached hereto. End. STATE OF TEXAS COUNTY OF Principal Surety PAYMENT BOND Know All Men By These Presents: That of the City of County of and State of as principal, and a solvent corporation authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto (Owner), and all Subcontractors, workers, laborers, mechanics and suppliers as their interests may appear, all of whom shall have the right to sue upon this bond in the penal sum of U.S. Dollars ($ U.S.) 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: The conditions of this Bond or such that, whereas, the Principal has entered into a certain written contract with the Owner, dated the day of , 19 , which Agreement is hereby referred to and made a part hereof as fully and to the same extend as if copied at length herein. 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 oweing by said Principals for Subcontacts, work, labor, equipment, supplies and materials done and furnished for the construction of the improvement of said Agreement, 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. Surety, for value received, stipulates and agrees that no extension of time, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such extension of time. In Witness Whereof, the said Principal and Surety have signed and sealed this instrument this day of , 19 By By Title Title Address Address The name and address of the Resident Agent of Surety is: Note: A copy of the Surety Agent's "Power of Attorney" must be attached hereto. End. STATE OF TEXAS KNOW ALL MEN BY THESE PRESENTS: COUNTY OF WILLIAMSON THAT WE, As Principal, hereinafter called "Contractor ", and the other subscriber hereto as Surety, do hereby acknowledge ourselves to be held and firmly bound to the City of Round Rock, a municipal corporation, in the sum of DOLLARS ($ ) for the payment of which sum well and truly to be made to the City of Round Rock, and its successors, the said Contractor and Surety do bind themselves, their successors and assigns jointly and severally. The conditions of this obligation are such that: WHEREAS, the said Contractor has entered into a contract in writing with the City of Round Rock, Texas, dated of even date herewith, for the construction of cast -in -place conrete multiple box culvert (6- 10'x10' MBD) and approximately 100 L.F. of 40' roadway in Round Rock, Texas, all of such work to be done as set out in full in said contract and the plans and specifications therein referred to, and adopted by the City Council of Round Rock. NOW, THEREFORE, if the said Contractor shall repair, replace and restore any and all defects in, or damages to, said occasioned by, and resulting within one (1) year from and after the day of the acceptance of said work by said City of Round Rock from defects in materials furnished by, or workmanship of the Contractor, in• performing the work covered by said contract, then this obligation shall become null and void, and shall be of no further force and effect; otherwise, the same is to remain in full force and effect. IN TESTIMONY WHEREOF, witness our hands this day of , A.D. 19 ATTEST: APPROVED: CONTRACTOR Secretary By: Senior Assistant City Attorney By: SURETY The foregoing bond is approved and accepted this day of , A.D. 19 Director of Public Works City of Round Rock, Texas MAINTENANCE BOND I, the purchaser named above, claim an exemption from payment of sales taxes for the purchase of taxable items described below or on the attached order or invoice: 1 N ' Description of items to be purchased, or on the attached order or invoice: ' I Purchaser claims this exemption for the following reason: The City of Round Rock, Texas is a tax exempt municipality I Tax exemption #74- 6017485 I I understand that I will be liable for become due for failure to comply with and /or Metropolitan Transit Authority Comptroller rules regarding exempt will be determined by the price paid or the fair market rental value for the I understand that it is a misdemeanor to the seller for taxable items which will be used in a manner other than and that upon conviction may be fined not payment of Sales Tax which may the provisions of the State, City Sales and Use Tax Laws and purchases: Liability for the for the taxable items purchased period of time used. to give an Exemption Certificate I know, at the time of purchase, that expressed in this certificate more than $500 per offense. tax I ' ' sign here S. Purchaser for the City of Round Rock Title oate J. IRen. (1.31 11 -81) TEXAS SALES TAX EXEMPTION CERTIFICATE /Name of purchaser, firm or agency Address (Street & number, P. 0. Box or Route number) City, state, zip code Phone (Area code and number) NOTE: This certificate cannot be issued for the purchase, lease or rental of a motor vehicle. THIS CERTIFICATE DOES NOT REQUIRE A NUMBER TO BE VALID. Sales and Use Tax "Exemption Numbers" or 'Tax Exempt" Numbers do not exist. This certificate should be furnished to the supplier. Do not send the completed certificate to the Comptroller of Public Accounts. 1 THIS CERTIFICATE IS ISSUED FOR THE DURATION OF THE PROJECT AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES LISTED BELOW. NAME AND ADDRESS OF AGENCY COMPANIES AFFORDING COMPANY A LETTER COMPANY B LETTER COMPANY C LETTER COMPANY D LETTER COMPANY E LETTER This is to certify that policies of insurance listed bel the insured named above and are in force at this time. requirement, term or condition of any contract or other to which this certificate may be issued or may pertain, by the policies described herein is subject to all the conditions of such policies. NAME AND ADDRESS OF INSURED COMPANY TYPE OF POLICY LETTER INSURANCE NUMBER POLICY EXPIRATION DATE GENERAL LIABIITY Bodily $ Injury _Comprehensive Form Property $ _Premises- Damage Operations _Explosions and Collapse Hazard Bodily $ _Underground Injury and Hazard Property _Products /Completed Damage Operations Hazard Combined _Contractual Insurance BIDDING AND CONTRACT REQUIREMENTS COVERAGES ow have been issued to Not withstanding any document with respect the insurance afforded terms, exclusions and LIMITS OF LIABILITY IN THOUSANDS (000) EACH OCCURRENCE AGGREGATE Broad Form Property Damage Personal Injury $ _Independent Contractors _Personal Injury AUTOMOBILE LIABILITY _ Comprehensive Form Bodily Injury Owned (Each Accident) - Hired - Non -Owned EXCESS LIABILITY _Umbrella Form Other than Umbrella OTHER Builders Risk Description of Operations/ Locations /Vehicles PROJECT TITLE: C.I.P. No. PROJECT LOCATION: Bodily Injury (Each Person) Property Damage $ Bodily Injury and Property Damage Combined WORKERS' COMPENSATION Statutory AND EMPLOYER'S LIABILITY $ (Each Account) The City of Round Rock is named as an additional insured under all insurance, other than Workmen's Compensation. I I Cancellation: No policies will 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. NAME AND ADDRESS OF CERTIFICATE HOLDER: DATE ISSUED: CITY OF ROUND ROCK End. REPRESENTATIVE AUTHORIZED CONDITIONS OF CONTRACT GENERAL CONDITIONS OF THE AGREEMENT CONTENTS Page 1. DEFINITIONS 1 2. GENERAL PROVISIONS 2 2.01 Engineer's Status and Authority . 2.02 Right of engineer to Modify Method and Equipment 3 2.03 Changes and Alterations 3 2.04 Damages 4 2.05 Losses from Natural Causes 4 "2.06 Laws and Ordinances 4 2.07 Licenses. Permits, and Certificates 4 2.08 Royalties and Patents 4 2.09 Keeping of Plans and Specifications Accessible 4 2.10 Discrepancies and Omissions 4 2.11 Contractor's Understanding 5 2.12 Extra Work 5 2.13 Payment for Extra Work 5 2.14 Assignment and Subletting 6 2.15 Subcontractors 6 2.16 Owner's Status 7 2.17 Completed Portions of Work 7 2.18 Materials 7 2.19 Receiving and Storage of Materials 7 2.20 "Or Equal" Clause 7 2.21 Completed Work 7 2.22 Materials Furnished by the Owner 7 2.23 Protection of Property 8 2.24 Shelters for Workmen and Materials 8 2.25 Sanitary Facilities 8 3. CONTRACTOR'S OBLIGATIONS AND RESPONSIBILITIES 8 3.01 Labor, Equipment, Materials and Construction Plant 8 3.02 Performance and Payment Bonds 8 3.03 Contractor's Ability to Perform 9 3.04 Superintendence and Inspection 9 3.05 Character of Employees 9 3.06 Contractor's Duty to Protect Persons and Property 10 3.07 Safety Codes 10 3.08 Barricades 10 3.09 Minimum Wages 10 3.10 Unsuitable Work or Materials 10 3.11 No Waiver of Contractor's Obligation 11 3.12 Site Clean Up 11 3.13 Guarantee 11 (CONTENTS CONTINUED) Page 4. OWNER'S'OBLIGATIONS AND RESPONSIBILITIES 12 4.01 Lines and Grades 12 4.02 Right of Entry 12' 4.03 Owner's Inspectors 12 4.04 Collateral Work 12 4.05 Right -of -Way 13 4.06 Adequacy of Design 13 5. SCHEDULING AND PROGRESS OF WORK 13 5.01 Order and Prosecution of the Work 13 5.02 Rate of Progress 13 5.03 Sunday. Holiday. and Night Work 13 5.04 Hindrances and Delays 14 5.05 Extensions of Time 14 5.06 Liquidated Damages for Failure to Complete on Time 14 6. INDEMNITY 15 6.01 Contractor's Indemnity Provision 15 6.02 Workmen's Compensation Insurance 15 6.03 Comprehensive General Liability Insurance 16 6.04 Owner's Protective Insurance 16 6.05 Comprehensive Automobile Liability Insurance 16 6.06 Insurance Certificate 16 7. TERMINATION OF CONTRACT 17 7.01 Right of Owner to Terminate 17 7.02 Right of Contractor to Terminate 17 7.03 Removal of Equipment 17 8. ABANDONMENT OF CONTRACT BY CONTRACTOR 17 8.01 Notification of Contractor 17 8.02 Retention.of Contractor's Equipment and Materials by Owner 8.03 Methods of Completing the Work 8.04 Final Acceptance 8.05 Disposition of Contractor's Equipment 17 18, 19, 19' 9. MEASUREMENT AND PAYMENT 19 9.01 Character of Measurements 19 9.02 Estimated vs. Actual Quantities 19! 9.03 Payment 20 9.04 Monthly Estimates and Payments 20 9.05 Certificates of Completion 21' 9.06 Final Estimate and Payment 21 9.07 Notarized Affidavit 21' 9.08 Release of Liability 21 9.09 Contractor's Obligation 22 9.10 Payments Withheld 22 1 I I I 1 GENERAL CONDITIONS OF THE AGREEMENT 1. DEFINITIONS 1.01 Calendar Day. A calendar day shall be the 24 hour period from one midnight to the next consecutive midnight.' 1.02 Contract Documents. The Contract Documents shall consist of the Notice to Contractors; Advertisement; theInformation to Bidders; the Bid Proposal; Signed Agreement; Performance, Payment and Maintenance Bonds; the General Conditions of the Agreement; the Special Conditions of the Agreement; the Specifications; the Plans; the Standard Drawings; Addenda; and duly authorized Change Orders. The Contract Documents are complementary, and what is called for by any one shall be as binding as if called for by all. In case of conflict between any of the Contract Documents, priority of interpretation shall be in the following order: Signed Agreement, Performance, Payment and Maintenance Bonds; Addenda, Proposal, Special Conditions of the Agreement, Notice to Contractors, Specifications, Plans, and General Conditions of the Agreement. 1.03 Contractor. "Contractor" shall mean the business organization or individual named and designated in the Contract Agreement as the "Party of the Second Part ", who has entered into this contract for the performance of the work covered thereby, and its, his, or their duly authorized agents and other legal representatives. 1.04 Engineer. "Engineer" shall mean Baker- Aicklen & Assoc., Inc. or. such other Engineer, supervisor, or inspector who has been designated, appointed, or otherwise employed or delegated by the Owner for this work, or their duly authorized agents, such agents acting within the scope of the particular duties entrusted to them in each case. 1.05 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 on the Plans, or reasonably implied by the, Specifications, and not covered by the Contractor's Proposal, except as provided under "Changes and Alterations ", herein. 1.06 Owner, "Owner" shall mean The City of Round Rock, named and designated in the Agreement as the "Party of the First Part" acting through its duly authorized officers and agents. ° 1.07 Plans. "Plans" shall mean and include (a) all drawings prepared by the Owner as a basis for proposal, (b) all supplementary drawings furnished by the Engineer as and when required to clarify the intent and meaning of the drawings submitted by the Owner to the Contractor, and (c) drawings submitted by the Contractor to the Owner when and as approved by the Engineer. GC -1 1.08 Specifications. "Specifications" shall mean (a) all written descriptions, methods and instructions prepared by the Owner as a basis for proposals. (b) all supplementary written material furnished by the Engineer as and when required to clarify the intent or meaning of all written descriptions, methods and instructions submitted by the Owner to the Contractor, and (c) written descriptions submitted by the Contractor to the Owner when and as approved by the Engineer. 1 1.09 Subcontractor. "Subcontractor" shall mean and refer only to a business organization or individual having a direct contract with the Contractor for (a) performing a portion of the Contract work, or (b) furnishing material worked to a special design according to the Contract plans or specifications; it does not, however, include one who merely furnishes material not so worked. 1.10 Substantially Completed. The term "substantially completed" shall mean that the structure or facility has been made suitable for use and is in a conditiontoserve its intended purpose. but still may require minor miscellaneous work and adjustments. 1.11 Work. "Work" shall mean the work to be done and the equipment. supplies. material, and services to be furnished under the Contract unless some other meaning is indicated by the context. 1.12 Working Day. A "working day" is defined as any day not including 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 continuous period of not less than seven (7) hours between 7:00 a.m. and 6:00 p.m. i 1.13 Written Notice. "Written notice" shall be deemed to have been duly served if delivered in person to the individual or to a member of the firm or to an officer of the corporation for whom it is intended, or if delivered at or sent by certified or registered mail to the last business address known to him who gives the notice. 2. GENERAL PROVISIONS 1 2.01 Engineer's Status and Authority. It is mutually agreed by and between the parties to this Contract that the Engineer shall have general supervision and direction of the work included herein. FIn order to prevent delays and disputes and to discourage litigation it is further agreed by and between the parties of this Contract that the Engineer shall in all cases determine the amounts and quantities of the several kinds of work which are to be paid for under the Contract; that he shall determine all questions in GC -2 relation to said work and the construction thereof, that he shall in all cases decide every question which may arise relative to the execution of the Contract on the part of the Contractor; that his decisions and findings shall be the conditions precedent to the right of the parties hereto to arbitration or to any action on the Contract and to the rights of the Contractor to receive any money under this Contract; provided, however, that should the Engineer render any decision or give any direction 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 30 days a written objection to the decision or direction so rendered. It is the intent of this Agreement that there shall be no delay in the execution of the work, and the decision or directions of the Engineer as rendered shall be promptly carried out. 2.02 Right of Engineer to Modify Methods and Equipment. If at any time ' the methods or equipment used by the contractor are found to be unsafe or inadequate to secure the quality of the work or the rate of progress required under this Contract, the Engineer may direct the Contractor in writing to increase their safety or improve their character and efficiency and to cease operations under this Contract until such direction is complied with. No claims shall be made against the Owner for damages caused by any delay resulting from such order. 2.03 Changes and Alterations. The Contractor agrees that the Owner, through the Engineer, 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 .construction without affecting the validity of this Contract and the accompanying 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. If they increase the amount of work and the increased 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 established for such work under this contract; otherwise such work shall be paid for as provided under Section 2.12 "Extra Work ". In the event the Owner shall make such changes or alterations which will make useless any work already done or material already furnished or used in said work, then the Owner shall compensate the Contractor for any materials or labor so used, for any actual loss occasioned by such change, and for the actual expenses incurred in preparation for the work as originally planned. GC -3 2.04 Damages. The right of general supervision by the Owner shall not make the Contractor an agent of the Owner, and the liability of the Contractor for all damages to persons. firms, and corporations arising from the Contractor's execution of the work shall not be lessened because of such general supervision. the Contractor is an independent contractor in regard to work under this Contract, and as such is solely liable for all damages to any persons. firms, corporations, or their property as a result of the prosecution of the work. 2.05 Losses from Natural Causes. All loss or damage arising out of the nature of the work to be done or from the action of the elements or from any unforeseen circumstances in the prosecution of the work or from unusual obstructions or difficulties which may be encountered in the prosectuion of the work shall be sustained and borne by the Contractor at his own cost and expense. 2.06 Laws and Ordinances. The Contractor shall at all times observe and comply with all Federal. State, and local laws. ordinances, rules and regulations which in any manner affect the Contract or the work and shall indemnify and save harmless the Owner against any claim arising from the violation of any such laws and ordinances whether by the Contractor or his employees or his subcontractors and their employees. 2.07 Licenses. Permits and Certificates. Except as hereinafter stipulated, all licenses, permits, certificates, etc. required for 'and in connection with the work to be performed under the provisions of these Contract Documents shall be secured by the Contractor at his own expense. In the event a building permit is required such permit will be obtained by the Owner at no cost'to the Contractor. GC -4 2.08 Royalties and Patents. The Contractor shall protect and save harmless the Owner from all and every demand for damages, royalties. or fees on any patented invention used by him in connection with the work done or material furnished under this Contract; provided. however, that if any patented material. machinery, appliance, or invention is clearly specified in this Contract, the cost of procuring the rights of use and the legal release or indemnity shall be borne and paid by the Owner direct unless such cost is determined and directed to be included in the bid price at the time the Proposal is submitted. 2.09 Keeping of Plans and Specifications Accessible. The Engineer shall furnish the Contractor with five (5) sets of executed Plans and Specifications without expense to him. and the Contractor shall keep one copy of the same constantly accessible on the work. with the latest revisions noted thereon. 2.10 Discrepancies and Omissions. 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, 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. 2.11 Contractor's Understanding. It is understood and agreed that the Contractor has by careful examination. satisfied himself as to the nature and location of the work, the conformation of the ground. the character, quality and quantity of the materials to be encountered. the character of equipment and facilities needed preliminary to and during the prosecution of the work, the general and local conditions, and all other matters which can in any way affect the work under this Contract. No verbal agreement or conversation with any officer. agent, or employee of the Owner. either before or after the execution of this Contract, shall affect or modify any of the terms or obligations herein contained. 2.12 Extra Work. The term "extra work" as used in this Contract shall be understood to mean and include all wort. that may be required by the Owner through the Engineer to be done by the Contractor to accomplish any change, alteration, or addition to the work shown by the Plans or reasonably implied by the Specifications and not covered by the Contractor's Proposal, except as provided in Section 2.03 — "Changes and Alterations ". It is agreed that the Contractor shall perform all extra work under the direction of the Engineer when presented with a written Change Order signed by the Engineer. 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. he shall make a written request to the Engineer for a written Change Order authorizing such extra work. Should a difference of opinion arise as to what does or does not constitute extra work or concerning the payment therefor and the Engineer insists upon its performance. the Contractor shall proceed with the work after making a written request for a written Change Order and shall keep an accurate account of the "actual field cost" thereof as provided under Method "C" below. 2.13 Payment for Extra Work. It is agreed that the compensation to be paid the Contractor for performing extra work shall be determined by one or more of the following methods: Method "A" — By agreed unit prices; Method "B' — By agreed lump sum; or GC -5 Hethod "C" — If neither Hethod "A" or Method "B" can be agreed upon before the extra work is commenced, then the Contractor shall be paid the "actual field cost" of the work plus 15%. Where extra work is performed under Method "C ". the term "actual field cost" of such extra work is hereby defined to be and shall include: (a) the payroll cost for all workmen. such as foreman, mechanics. craftsmen, and laborers; (b) the cost of all materials and supplies not furnished by the Owner; (c) rental for all power — driven equipment at agreed —upon rates for the time actually employed or used in the performance of the extra work; (d) transporation charges necessarily incurred in connection with any equipment authorized by the Engineer for use on said extra work and which is not already on the job; (e) all power, fuel. lubricants, water, and similar operating expenses; (f) all incidental expenses incurred as a direct result of such extra work including sales or use taxes on materials, payroll taxes, and the additional premiums for construction bonds. workmen's compensation, public liability and property damage, and other insurance required by the Contract where the premiums therefore are based on payroll and material costs. The Engineer may direct the form in which accounts of the "actual field costs" shall be kept and 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 incorporated in the written extra work Change Order. The 15Z of the "actual field cost" to be paid the contractor shall cover and compensate him for his profit. overhead, and general superintendence. 2.14 Assignment and Subletting. The Contractor shall not assign or sublet the work or any part thereof without the previous written consent of the Owner. nor shall he assign. by power of attorney or otherwise, any of the money payable under this Contract unless by and with the consent of the Owner to be signified in like manner. If the Contractor assigns all or any part of any monies due or to become due under this Contract. the instrument of assignment shall contain a clause substantially to the effect that it is agreed that the right of the assignee in and to any monies due or to become due to the Contractor shall be subject to all prior liens of all persons. firms, and corporations for services rendered or materials supplied for the performance of the work called for in this Contract. 2.15 Subcontractors. The Contractor shall be as fully responsible to the Owner for the acts and omissions of his subcontractors and of persons either directly or indirectly employed by them as he is for the acts and omissions of persons directly employed by him. Should any subcontractor fail to perform the work undertaken by him in a satisfactory manner. his subcontract shall be immediately terminated by the Contractor upon written notice from the Owner. GC -6 2.16 Owner's Status. Nothing contained in this Contract shall create any contractual relation between any subcontractor and the Owner. 2.17 Completed Portions of Work. The Owner shall have the right to take possession of and to use any completed or partially completed portions of the work prior to completion of the entire work. but such use shall not constitute an acceptance of any of the work not completed in accordance with the Contract Documents. If the Engineer determines that taking possession of and using partially completed work substantially increases the cost of or delays construction. the Contractor shall be entitled to extra compensation or extension of time or both as determined by the Engineer. 2.18 Materials. All materials furnished by the Contractor shall be as required by the Plans and Specifications or as otherwise stipulated. The Contractor shall not start delivery of materials which he is to furnish until the Engineer has approved the source of supply of such materials. 2.19 Receiving and Storage of Materials. The contractor shall make arrangements for receiving and storing materials. The Owner will not sign for or receive shipments of materials consigned to the Contractor. The Owner will not furnish storage space for materials except where the written permission of the Engineer is given. 2.20 "Or Equal" Clause. Whenever a material, product, or article is specified or shown on the Plans by using the name of the proprietary product or of a particular manufacturer or vendor and is followed by the term "or equal" the Contractor may submit a written request to the Engineer requesting approval of the use of a material, product. or article he feels is truly equal to the one specified. The Engineer will evaluate the request to determine if the material, product, or article is of equal substance and function and if it will perform identically the duties imposed by the general design. Written approval of an "or equal" material, product, or article must be obtained from the Engineer before it may be incorporated into the work as a substitute for that specified in the Contract Documents. 2.21 Completed Work. The Contractor shall maintain continuous adequate safeguards to protect all completed work from damage, loss, or the intrusion of foreign elements. 2.22 Materials Furnished by the Owner. The Contractor shall assume responsibility for and safeguard any and all materials supplied by the Owner against loss or injury.' The provision shall extend to the taking of all necessary sanitary precautions to avoid contamination of such materials that must be maintained and incorporated into the work in a sanitary condition. GC -7 2.23 Protection of Property. The Contractor shall give reasonable notice to the owner or owners of public or private property and utilities when such property is liable to injury or damage through the performance of the work. and he shall make all necessary arrangements with such owner or owners relative to the removal and replacement or protection of such property or utilities. The Contractor shall satisfactorily shore, support. and protect any and all structures. and all pipes. sewers. drains. conduits. and other facilities belonging to the Owner, and he shall be responsible for any damage resulting thereto. The Contractor shall not be entitled to any damages or extra pay as a result of any postponement. interference. or delay caused by any such structures and facilities being on the line of the work whether they are shown on the Plans or not. 2.24 Shelters for Workmen and Materials. The building or structures for housing men or the erection of tents or other forms of protection for workmen or materials will be permitted only as the Engineer shall authorize or direct. The sanitary conditions of the grounds in or about such structures shall at all times be maintained in a manner satisfactory to the Engineer. 2.25 Sanitary Facilities. Necessary sanitary toilet facilities for the use of all employees on the work shall be of a type complying with State and local sanitary regulations and shall be properly secluded from public observation. These facilities shall be constructed and maintained by the Contractor in such manner and at such points as shall be approved by the Engineer. Their use shall be strictly enforced. 3. CONTRACTOR'S OBLIGATIONS AND RESPONSIBILITIES 3.01 Labor. Equipment. Materials and Construction Plant. The Contractor shall provide all labor, tools. equipment. machinery, supplies and materials necessary for the prosecution and completion of this Contract where it is not specifically provided that the Owner shall furnish them. The Owner shall not be held responsible for the care, preservation, conservation, or protection of any material, tools, or machinery on any part of the work until it is finally completed and accepted. The Contractor shall maintain on the job at all times sufficient labor. material, and equipment to adequately prosecute the work. 3.02 Performance and Payment Bonds. 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 100% of the total Contract price in standard forms for this purpose. guaranteeing GC -8 faithful performance of the work and the fulfillment of any guarantees required and further guaranteeing payment to all persons supplying labor and materials or furnishing him any equipment in the execution of the Contract. It is agreed that the Contract shall not be in effect until such performance and payment bonds are furnished and approved by the Owner. The cost of the premium for the performance and payment bonds shall be included in the price bid by the contractor for the work under this Contract, and no extra payment for such bonds will be made by the Owner. The surety company or companies underwriting the performance and payment bonds shall be acceptable according to the latest list of companies holding certificates of authority from the Secretary of the Treasury of the United States. shall be duly authorized to act under the laws of the State of Texas as Surety. and shall be approved by the Owner. 3.03 Contractor's Ability to Perform. Upon request by the Owner the Contractor shall furnish sufficient evidence of his ability to perform the work which is outlined in this document. This shall include an equipment inventory and records showing the satisfactory completion of projects of equal magnitude in the past. It shall be the prerogative of the Owner to terminate the Contract as outlined in Section 7 "Termination of Contract ", if job progress indicates that the Contractor lacks either appropriate experience or ability. 3.04 Superintendence and Inspection. The Contractor shall give personal attention to the faithful prosecution and completion of the Contract and shall keep a competent superintendent and any necessary assistants. all of whom are satisfactory to the Engineer, on the work continuously during its progress. The superintendent shall represent the Contractor in his absence. and all directions given to him by the Owner's representative shall be as binding as if given to the Contractor. In the event that the Contractor and the superintendent are both absent from the site.of the work for prolonged periods of time the Engineer may order any or all work under this Contract to be stopped until the - Contractor provides continuous and proper supervision of the work. Such stoppage shall not constitute a basis for any claim against the Owner for damages caused by delay for such work stoppages. 3.05 Character of Employees. The Contractor agrees to employ only orderly, competent, and skillful persons to do the work. and whenever the Engineer shall inform him that the work being accomplished is of sub — standard character by reason of carelessness, incompetence, or inexperience on the part of the GC -9 workers the installation of such work shall be immediately suspended and shall not be resumed until the Engineer is satisfied that the conditions causing such faulty work have been corrected. 3.06 Contractor's Duty to Protect Persons and Property. In the performance of this Contract. the Contractor shall protect the public and the Owner fully by taking reasonable precaution to safeguard persons from death or bodily injury and to safeguard property of any nature whatsoever from damage. Where any dangerous condition or nuisance exists in and around construction sites, equipment and supply storage areas. and other areas in any way connected with the performance of this Contract. the Contractor shall not create excavations. obstructions, or any dangerous condition or nuisance of any nature whatsoever in connection with the performance of this contract unless` necessary to its performance. and in that event the Contractor shall provide and maintain at all times reasonable means of warning of any danger or nuisance created. The duties of the Contractor in this paragraph shall be nondelegable. and the Contractor's compliance with the specific recommendations and requirements of the Owner as to the means of warning shall not excuse the Contractor from the faithful performance of these duties should such recommendations and requirements not be adequate or reasonable under the circumstances. 3.07 Safety Codes. The Contractor shall comply with all applicable provisions of any Federal. State. and Municipal safety laws and building and construction codes. All machinery, equipment, and other physical hazards shall be guarded in accordance with the latest edition of 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. 3.08 Barricades. When barricades are used to satisfy safety requirements. such barricades shall be properly identified with the Contractor's name prominently stenciled on both sides of the barricades with letters at least 2 inches high. 3.09 Minimum Wages. All employees directly employed on the work shall be paid not less than the established prevailing wage scale for work of a similar character in this locality. A scale of prevailing wages is included in the Special Conditions of these Contract Documents. The Contractor shall pay not less than the general prevailing wages shown on said scale and shall keep accurate wages records accessible in accordance with Article 5159 of the Revised Civil Statutes of Texas. 3.10 Unsuitable Work or Materials. It is understood and agreed that if the work or any part thereof or any material furnished by the Contractor for use in the work or selected for the same shall be GC -10 deemed by the Engineer as unsuitable or not in conformity with the specifications, the Contractor shall, after receipt of written notice thereof from the Contracting Officer, forthwith remove such material and replace, rebuild, or otherwise remedy such work so that it shall be in full accordance with this Contract. Should the Contractor fail to initiate compliance with the above provision within 72 hours or should he fail to properly prosecute and complete correction of such faulty work. the Engineer may direct that the work be done by others and that the cost of the work be deducted from monies due the Contractor. 3.11 No Waiver of Contractor's Obligations. The Engineer, supervisor, or inspector shall have no 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, supervisor, or inspector to condemn any defective work or material shall release the Contractor from 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, supervisor, or inspector shall upon request of the contractor inspect and accept or reject any material furnished, and once the material has been accepted by the Engineer, supervisor, or inspector such acceptance shall be binding on the Owner unless it can be clearly shown that such material furnished was not as represented and does not meet with the specifications for the 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 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. 3.12 Site Clean Up. The Contractor shall not allow the site of the work to become littered with trash and waste material, but shall maintain the site in a neat and orderly condition throughout the construction period. The Engineer shall have the right to determine what is waste material or rubbish and the manner and place of disposal. On or before the completion of the work the Contractor shall, without charge therefor, carefully clean out all pits, pipes, chambers, or conduits, shall tear down and remove all temporary structures built by him, shall remove all rubbish of every kind from the tracts or grounds which he has occupied. and shall leave them in a condition satisfactory to the Engineer. 3.13 Guarantee. During a period of 12 months from and after the date of the final acceptance by the Owner of the work embraced by this Contract, the Contractor shall make all needed repairs arising out GC -11 of defective workmanship or materials, or both, which in the judgement of the Owner shall become necessary during such period. If within 10 days after the mailing of a notice in writing to the Contractor or his agent the said Contractor shall neglect to make or to undertake with due diligence the aforesaid repairs, the Owner is hereby authorized to make such repairs at the Contractor's expense; provided. however. that in case of an emergency where, in the judgement of the Owner. delay would cause serious loss or damage. repairs may be made without notice being sent to the Contractor. and the Contractor shall pay the cost thereof. 4. OWNER'S OBLIGATIONS AND RESPONSIBILITIES 4.01 Lines and Grades. All nece^ ^ ^ —• lines and grades shall be furnished by the_Engineen— Whenever necessary. work shall be suspended to permit performance of this work, but such suspension will be as brief as practicable, and the Contractor shall be nS allowed no extra compensation therefore The Contractor shall give �i L � the Engineer ample notice of. the time and place where lines and ,/ grades will be needed, All stakes. marks. etc. shall be carefully n Or J preserved by the Contractor. and in case of careless destruction or ( � IA removal by him or his employees such stakes. marks, etc. shall be 1r (!) replaced by the Engineer at the Contractor's expense. 4.02 Right of Entry. The Owner reserves the right for its personnel or its agents to enter the property or location on which the work herein contracted is being constructed or installed for the purpose of supervising and inspecting the work or for the purpose of constructing or installing such collateral work as the Owner may desire. 4.03 Owner's Inspectors. It is agreed by the Contractor that the Owner shall appoint such Engineer. supervisors. or inspectors as the said Owner may deem necessary to inspect the material furnished and the work done under this Contract. to see that the said material is furnished, and to see that said work is done in accordance with the plans and specifications therefor. The Contractor shall furnish all reasonable aid and assistance required by the Engineer, supervisors, or inspectors for the proper inspection and examination of the work and all parts thereof. The Contractor shall regard and comply with the directions and instructions of the Engineer, supervisors. or inspectors so appointed when such directions and instructions are consistent with the obligations of this Contract. 4.04 Collateral Work. The Owner reserves the right to provide all labor and material essential to the completion of work that is not included in this Contract either by a separate contract or otherwise. Any collateral work shall be prosecuted in such a manner that it will not damage the Contractor nor delay the progress of the work being accomplished under this Contract. The respective rights of and operations of the various interests involved shall be established and coordinated by the Engineer. GC -12 4.05 Right —of —Way. Easements across private property and lands needed for construction under this contract will be provided by the Owner. 4.06 Adequacy of Design. It is agreed that the Owner shall be responsible for the adequacy of the design. sufficiency of the Contract Documents, the safety of the structure and 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 modifications thereof and all approved additions and alterations thereto. 5. SCHEDULING AND PROGRESS OF WORK 5.01 Order and Prosecution of the Work. 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 time of prosecution shall be such that the work shall be completed as a whole or in part in accordance with this Contract within the time of completion hereafter designated; provided also that the Engineer may direct the time and manner of constructing any part or parts of the work when in his opinion such should be given priority to lessen the probability of danger to the public or to anticipate seasonal hazards from the elements or to coordinate with other work being done for or by the Owner. 5.02 ' Rate of Progress. The Contractor shall give the Engineer full information in advance as to his plans for carrying on any part of the work. If at any time prior to the start or during the progress of the work any part of the Contractor's plant or equipment or any of his methods of executing the work appear to the Engineer to be unsafe, inefficient. or inadequate to insure the required quality or rate of progress of the work. the Engineer may order the Contractor to increase or improve his facilities or methods, and the Contractor shall promptly comply with such orders; but neither compliance with such orders; failure to comply will result in placing Contractor in abandonment per Section 8 "Abandonment of Contract by Contractor "; but neither compliance with such orders nor failure of the Engineer to issue such orders shall release the Contractor from his obligation to secure the degreee of safety, the quality of work. and the rate of progress required by this Contractor. The Contractor alone shall be responsible for the safety, adequacy. and efficiency of his plant, equipment, and methods. 5.03 Sunday. Holiday, and Night Work. Except in connection with the care, maintenance, or protection of equipment or of work already GC -13 done, no work shall be done between the hours of 6:00 p.m. and 7:00 a.m. or on Sundays or legal holidays without written consent of the Engineer. 5.04 Hindrances and Delays. No claims shall be made by the Contractor for damages. hindrances, or delays from any cause during the progress of any portion of the work embraced by this Contract except where the work is stopped by order of the Owner. If the Owner stops the work for just cause because the Contractor is not complying with the plans and specifications or the intent thereof, the Contractor shall have no claim for damages, hindrances. or delays. However, if the Owner stops the work for any other reason. the Contractor shall be entitled to reimbursement paid by the Owner fcr such expenses actually incurred which in the judgement of the Engineer occurred as a result of the work stoppage. Should delays repeatedly occur due to the Contractor's failure to provide adequate plant. equipment. or personnel, or where the Engineer determines that unreasonable inconvenience to the public is due to such failure, the Contractor's operations shall be suspended until he shall have provided adequate plant, equipment, and personnel to properly resume and continually prosecute the work. 5.05 Extensions of Time. Should the Contractor be delayed in the final completion of the work by any act or neglect of the Owner or Engineer, or of any employee of either, or by any other contractor employed by the Owner. or by strikes, fire or other cause or causes outside of and beyond the control of the Contractor and which the Engineer determines could have been neither anticipated nor avoided, then an extension of time sufficient to compensate for the delay as determined by the Engineer shall be granted by the Owner; provided, however, that the Contractor shall give the Owner prompt notice in writing of the cause of delay in each case. Extensions of time will not be granted for delays caused by unfavorable weather, unsuitable ground conditions or inadequate construction force. 5.06 Liquidated Damages for Failure to Complete'on Time. The Contractor agrees that time is of the essence of thi's Contract and that the definite value of damages which would result from delay would be incapable of ascertainment and uncertain, so that for each day of delay beyond the number of days herein agreed upon for the completion of the work herein specified and contracted for, after due allowance for such extension of time as is provided for under the provisions of the preceding paragraph, the Owner may withhold permanently from the Contractor's total compensation. not as a penalty but as liquidated damages. the sum per day given in the following schedule: GC -14 Amount of Liquidated Amount of Contract Damages Per Day Less than $ 5,000.00 $ 5,001.00 to $ 15,000.00 15,001.00 to 25,000.00 25,001.00 to 50,000.00 50.001.00 to 100,000.00 100,001.00 to 500,000.00 500,001.00 to 1,000,000.00 1,000,001.00 to 2.000,000.00 2,000,001.00 to 5.000.000.00 GC -15 $ 30.00 35.00 ' 40.00 50.00 70.00 200.0Q_ 300.00 400.00 500.00 6. INDEMNITY 6.01 Contractor's Indemnity Provision. To protect the Owner from the Contractor's failure to perform any of the foregoing duties or any of the terms of this Contract, the Contractor shall indemnify and save harmless the Owner and the Owner's agents and employees from all losses, damages, judgements, decrees, and expenses or costs of any nature whatsoever arising out of or in any way connected with any claims or actions at law or in equity brought against the Owner and the Owner's agents and 'employees for the death or injury to persons or for damage'to property caused, or allegedly caused, by any willful acts. negligence, nuisance, or breach of any term or condition of this Contract by the Contractor. his agents, servants, subcontractors. or employees. The Contractor shall furthermore indemnify and save harmless the Owner and the Owner's agents and employees from all demands of subcontractors, workers, material persons. or suppliers of machindry and parts thereof, equipment, power tools, and supplies incurred in connection with work to be performed under this Contract. Property of any description, including property of the Owner. which shall be damaged in the performance of this Contract by the Contractor, his agents. employees, subcontractors or their employees and subcontractors shall be restored to its condition prior to damage by the Contractor at the Contractor's expense. 6.02 Workmen's Compensation Insurance. The Contractor agrees to comply with the Workmen's Compensation Act of the State of Texas, and to pay or cause to be paid all compensation, medical or other benefits, which may become due or payable thereunder, and to protect and indemnify the Owner and the Owner's agents and employees from and against any and all liabilities by reason of accidental injury. disease or death sustained by subcontractor's employees. The Contractor shall furnish the Owner with a certificate from the Industrial Accident Board evidencing the Contractor's and subcontractor's compliance with said statute. 6.03 Comprehensive General Liability Insurance. 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, a Comprehensive General Liability insurance policy. said policy and the issuing carrier approved by the Owner, which specifically insures the contractual liability of the Contractor assumed under Paragraph 6.01 above entitled ^Contractor's Indemnity Provision". The liability coverage under this policy shall cover Independent Contractors. Liability limits for the Comprehensive General Liability insurance coverage under this policy shall not be less than the following: Bodily Injury $100.000 each person $300.000 each accident Property Damage $ 25,000 each accident $ 50,000 aggregate 6.04 Owner's Protective Insurance. 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 Comprehensive General Liability coverage as described in 6.03 above entitled "Comprehensive General Liability Insurance". 6.05 Comprehensive Automobile Liability Insurance. 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. a Comprehensive Automobile Liability insurance policy. said policy and issuing carrier approved by the Owner. covering the operation on or off the site of the work of all motor vehicles licensed for highway use, whether they are owned. non — owned. or hired by the Contractor, in which shall specifically insure contractual liability of the Contractor assumed under the above Paragraph 6.01 entitled "Contractor's Indemnity Provision". The liability limits for the Comprehensive Automobile Liability insurance coverage shall not be less than the following: Bodily Injury $100,000 each person $300.000 each accident Property Damage $ 50.000 each accident 6.06 Insurance Certificate. In connection with the insurance coverage set out in sections 6.02, 6.03, 6.04 and 6.05 above. the Contractor shall furnish the Owner with a certificate verifying said insurance. Said certificate shall state that the Owner shall be given 10 days advance written notice before any provisions of the policies are changed or in the event said policies shall be GC -16 cancelled. This Certificate of Insurance shall be provided to the Owner prior to starting any construction work in connection with this Contract. 7. TERMINATION OF CONTRACT 7.01 Right of Owner to Terminate. If the Contractor should be guilty of substantial violation of the Contract or any provision thereof. the Owner. upon certification by the Engineer an to the nature and extent of such violation, may without prejudice to any other resources or remedy give the Contractor written notice of termination of the employment of the Contractor 10 days subsequent to such notice. Immediately following such date the Owner may take possession of the site of the work and all material. equipment. tools. and appliances thereon and may finish the work in accordance with the provisions of Section 8 "Abandonment of Contract by Contractor ". of these General Conditions. 7.02 Right of Contractor to Terminate. If work should be stopped by order of any public authority or court through no act or fault of the Contractor for a period of three (3) months or if the Owner should substantially fail to perform the provisions of the Contract with regard to Owner's obligations to the Contractor. then the Contractor may. upon ten (10) days written notice to the Owner, terminate this Contract and recover from the Owner payment for all completed work. 7.03 Removal of Equipment. In the event that the Contract should be terminated for any reason whatsoever, the Owner may request the Contractor in writing to remove any or all of his equipment. tools, and supplies. and the Contractor shall comply with the request within ten (10) days after receipt of the notice. Should he fail to do so within ten (10) days after receipt of such notice. the Owner shall have the right to remove such equipment and supplies at the expense of the Contractor and to place such equipment. tools and supplies in storage at the risk and expense of the Contractor. 8. ABANDONMENT OF CONTRACT BY CONTRACTOR 8.01 Notification of Contractor. If the Contractor should abandon and fail to refuse to resume work within ten (10) days after written notification from the Owner or the Engineer or if the Contractor fails to comply with the orders of the Engineer when such orders are consistent with this Contract or with the specifications hereto attached. then the Contractor shall be deemed as having abandoned the Contract. In such event the Surety on the bond shall be notified in writing and directed to complete the work. and a copy of said notice shall be delivered to the Contractor. 8.02 Retention of Contractor's Equipment and Materials by Owner. After receiving said notice of abandonment the Contractor shall not GC -1 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 2.12 entitled "Extra Work ". it being understood that the use of such equipment and materials will ultimately reduce the cost to complete the work and will be reflected in the final settlement. 8.03 Methods of Completing the Work. If the Surety should fail to commence compliance with the notice for completion hereinbefore provided 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: a. The Owner may thereupon employ such force of workers 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 the expense so charged shall be deducted and paid by the Owner out of such monies as may be due or that may thereafter at any time become due to the Contractor under and by virtue of this Contract. 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 or his Surety shall pay the amount of such excess to the Owner. b. The Owner under sealed bids. after fourteen (14) days notice published two or more times in a newspaper having a general circulation in the county of location of the work. 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 of 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 coat to complete any such new contract prove to be less than what would have been the cost to complete under this Contract. the Contractor or his Surety shall be credited therewith. GC -18 8.04 Final Acceptance. When the work has been completed. the Contractor and his Surety shall be so notified and a contract Completion Certificate as hereinafter provided shall be issued. A complete itemized statement of the Contract accounts certified by the Engineer as being correct shall then be prepared and delivered tb the Contractor and his Surety. whereupon the Contractor. 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 Contract Completion Certificate. 8.05 Disposition of Contractor's Equipment. 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 then the Contractor or his Surety 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 or his Surety. Should the cost to complete the work exceed the contract price. and the Contractor 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.by the Owner 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 fifteer. (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. 9. MEASUREMENT AND PAYMENT 9.01 Character of Measurements. No extra or customary measurements of any kind will be allowed. but the actual length, area, solid contents, number, and weight only shall be considered unless otherwise specifically provided. 9.02 Estimated vs. Actual Quantities. Any and all estimated quantities stipulated in the proposal form under unit price items are approximate and are to be used only (a) as a basis for estimating the probable cost of the work and (b) for the purpose of comparing GC -19 the proposals submitted for the work. It is understood and agreed that the actual amounts of work done and materials furnished under unit price items may differ from such estimated quantities and that the basis of payment for such work and materials shall be for the actual amount of such work done and the actual quantity of materials furnished. The Contractor agrees that he will make no claim for damages, anticipated profits. or otherwise on account of any difference between the amounts of work actually performed and materials actually furnished and the amounts estimated therefor in the proposal or other Contract Documents; provided, however, that if the actual quantity of any item should become as much as 25 percent more than or 25 percent less than the estimated or contemplated quantity for such items, then either party to this Contract shall be entitled upon demand to a revised consideration on the portion of the work above or below 25 percent of the estimated quantity prior to initiating work or furnishing materials for the overrun or underrun quantities. Such revised consideration shall be determined by agreement between the parties or otherwise by the terms of this Contract as provided under Section 2.12 entitled "Extra Work ". 9.03 Payment. 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 the delivery of all material embraced in this Contract in full conformity with the specifications and stipulations contained herein, the Owner agrees to pay the Contractor the amounts set forth in the Proposal attached hereto which has been made a part of this Contract. The Contractor hereby agrees to receive such amounts in full payment for furnishing all material and all labor required for the aforesaid work. 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 Contract, the attached specifications. and requirements of the Engineer. 9.04 Monthly Estimates and Payments. On or about the fifth day of each month the Engineer will make an approximate estimate of the value of work done in conformity with the plans and specifications during the previous calendar month. The Contractor shall furnish to the Engineer such detailed information as he may request to aid him as a guide in the preparation of monthly estimates. After each such estimate shall have been approved by the Owner, the Owner shall pay to the Contractor 90 percent of the amount of such estimated sum on or before the 15th day of said month. It is understood, however, that in case the whole work is near to completion and some unexpected or unusual delay occurs due to no fault or neglect on the'part of the Contractor, the Owner may, upon written recommendation of the Engineer, pay a reasonable and equitable portion of the retained percentage to the Contractor. GC -20 9.05 Certificates of Completion. Within 10 days after the Contractor has given the Engineer notice that the work has been completed, the Engineer shall inspect the work and satisfy himself by examination and test that the work has been finally and fully completed in accordance with the plans, specifications and Contract. If so, the Engineer shall issue a Contract Completion Certificate to the Owner and the Contractor. Such certificate when issued shall constitute final acceptance of the work covered under this Contract. 9.06 Final Estimate and Payment. After the Contract Completion Certificate has been issued, the Engineer shall proceed to make final measurements and to prepare a final estimate of the work done and materials furnished under this Contract and the value thereof. The Engineer shall certify the Final Estimate and submit it to the Owner within five (5) days from the date of the Contract Completion Certificate. The Owner shall pay the Contractor within fifteen (15) days from the date of the Contract Completion Certificate the entire sum shown due on the certified Final Estimate prepared by the Engineer after deducting all amounts to be kept and retained under any provision of this Contract. However. it is to be specifically understood that the final payment will not be paid by the Owner to the Contractor under any circumstances until the Notarized Affidavit required by Section 9.07 entitled "Notarized Affidavit ". has been submitted to the Engineer. All prior estimates and payments shall be subject to correction in the final estimate and payment; but in the absence of error or manifest mistake. it is agreed that all estimates, when approved by the Owner, shall be conclusive evidence of the work done and materials furnished. 9.07 Notarized Affidavit. Before final payment for the work by the Owner the Contractor shall submit to the Engineer a notarized affidavit in duplicate stating under oath that all subcontractors, vendors, and other persons or firms who have furnished or performed labor or furnished materials for the work have been fully paid or satisfactorily secured. Such affidavit shall bear or be accompanied by a statement. signed by the Surety Company who provided the performance bond for the work, to the effect that said Surety Company consents to final payment to the Contractor being made by the Owner. 9.08 Release of Liability. The acceptance by the Contractor of the last payment shall operate as and shall be a release to the Owner and every officer and agent thereof from all claims and liability hereunder for anything done or furnished for or relating to the work or for any act or neglect of the Owner or of any person relating to or affecting the work. CC -21 9.09 Contractor's Obligation. Neither the Contract Completion Certificate 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 in the Contract Documents. 9.10 Payments Withheld. The Owner may. on account of subsequently discovered evidence. withhold or nullify the whole or part of any payment to such extent as may be necessary to protect himself from loss on account of: a. Defective work not remedied. 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 another contractor. 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. GC -22 SOILS INVESTIGATION Series 0 Bidding and Contract Requirements Soil Investigation Data Section 00220 Depending on the project requirements, the Owner may have obtained geotechnical information, which may include subsurface data, logs of soil borings and recommendations from geotechnical consultants. Any information obtained is solely for use by the Engineer /Architect in the design of the project and are not part of the contract. If soil borings have been prepared, they will be included in this section or on the plans. Any geotechnical information included is for information only. The City and the Engineer; Architect do not guarantee the accuracy or validity of the data, nor do they assume any responsibility for the Contractor's inter- pretation or conclusions drawn from the data The Contractor may. at his option, perform additional subsurface investigations at his own expense. End Page 1 04/17/86 00220 GEOTECHNICAL INVESTIGATION BRIDGE IMPROVEMENTS ROUND ROCK WEST DRIVE ROUND ROCK, TEXAS REPORT NO. AE -7312 TO BAKER - AICKLEN & ASSOCIATES, INC. AUSTIN, TEXAS BY TERRA - MAR, INC. AUSTIN / DALLAS / FORT WORTH / HOUSTON NOVEMBER 1987 TERRA -MAR TERRA -MAR Consulting Engineers • Geotechnical • Environmental • Construction Materials Testing Baker - Aicklen & Associates, Inc. 1717 No. IH -35, Suite 206 Round Rock, Texas 78664 ATTENTION: Mr. Rick Myrick, P.E. Gentlemen: Submitted here is the report of our geotechnical investigation for the subject project. This investigation was authorized by the notice to proceed presented in your letter dated November 12, 1987. This report presents the results of the field and laboratory investigations for design and construction of the proposed bridge improvements. We appreciate the opportunity to assist with the design phase of this project. Should you have any questions or need additional assistance, please contact our office. Very truly yours, A -MAR, INC. avid . P Manager, Ce "ral Texas Division DFL /ggo Enclosures Copies Submitted: (3) AUSTIN • DALLAS • FORT WORTH • HOUSTON GEOTECHNICAL INVESTIGATION BRIDGE IMPROVEMENTS ROUND ROCK WEST DRIVE ROUND ROCK, TEXAS 8403 Cron Park Dr., Suite 3F, Austin, Texas 78754 Phone November 30, 1987 Report No. AE -7312 PROJECT DESCRIPTION ' T A B L E O F C O N T E N T S Plan of Borings Logs of Borings Key to Log Terms and Symbols Lateral Soil Earth Pressure Distribution =RA - MAR Page 1 FIELD INVESTIGATION 1 LABORATORY TESTING 1 -2 SUBSURFACE CONDITIONS 2 GROUNDWATER 2 ANALYSES AND RECOMMENDATIONS 3 Bridge Foundation 3 - Headwalls and Wingwalls 4 -5 Pavement Design 5 -7 SITE PREPARATION 7 CONSTRUCTION CONSIDERATIONS 7 INSPECTION AND TESTING 8 LIMITATIONS 8 ILLUSTRATIONS Plate 1 2 -4 5 6 PROJECT DESCRIPTION It is our understanding that the existing foot bridge crossing Lake Creek at Round Rock West Drive will be replaced with a vehicle bridge. A box culvert type construction is planned involving six each 10 x 10 feet concrete culverts with an'overall length of about 67 feet. Pavement width will be 40 feet with 6 -feet wide sidewalks on both sides. Concrete wing walls will be constructed parallel to the roadway on both abutments with the exception of the northeast wall which will be oriented perpendicular to protect existing trees. Flow line elevation at floor of box will be on the order of EL 717.8 ft. with low , point on bridge surface at EL 729.4 ft. For pavement design considerations the street was classified as a residential collector. Subsurface conditions at the crossing were evaluated by three sample borings located approximately as shown in the Plan of Borings, Plate 1. Boring depths were extended to 30 ft. at the abutment areas and to 20 ft. as near to bridge center as possible to investigate soil /rock and groundwater conditions along the proposed structure alignment. Sample depths and soil and rock descriptions are shown on the Logs of Borings, Plates 2 through 4. A key to the descriptive terms and symbols used on the logs is presented on Plate 5. Soil formations were sampled with a thin - walled Shelby tube sampler to sample cohesive soils while a split - barrel sampler was utilized in gravelly soils in conjunction with Standard Penetration Tests (SPT). Rock core samples were obtained using a double -tube, NX size diamond bit core barrel. Measurements to determine the presence and level of groundwater were made in the borings at the completion of drilling and 24 to 48 hours later. These observations are indicated on the boring logs. The laboratory testing program was directed toward evaluation of the physical and engineering characteristics of the subsurface materials and provide data which allowed definition of values to be assigned and used as parameters in foundation design. Classification tests included moisture content, unit weight and Atterberg Limit determination tests. Unconfined compressive • strength tests were performed on selected soil and rock specimens. The results of the laboratory tests 'are presented on the boring logs. Report No. AE - 7312 FIELD INVESTIGATION LABORATORY TESTING TEMA-MAR 1 Descriptions of the strata made in the field at the time the borings were drilled were modified with the results of laboratory tests and visual examination in the laboratory. All soil samples were classified in accordance with ASTM procedures. Rock strata were classified according to the degree of weathering and the Rock Quality Designation (RQD) values measured. Classifications of soils and finalized descriptions of both rock and soil strata are shown on the Logs of Borings. SUBSURFACE CONDITIONS The site is geologically located in the mapped outcrop of the Edwards Formation, as indicated on the Austin Sheet of the Geologic Atlas of Texas. The limestone of this formation is generally weathered to slightly weathered, hard with occasional steeply dipping discontinuities. Some porosity or vuginess can be encountered. The overlying soils expected along the creek are classified as a member of the Oakalla Series being an alluvium soil comprised of moderately to highly plastic clays (CL and CH) with various amounts of limestone gravel content. Soil stratigraphy and engineering properties determined from the results of this study show similar characteristics for the natural materials. With the exception of the underlying parent rock formation, the subsurface conditions as encountered in the upper portions of the borings varied widely. Fill soils were found in each boring to depths ranging from 4.0 to 5.0 feet below present grade. In boring B -1, stiff to very stiff dark brown and brown clays were encountered beneath the fill to a depth of 15.0 feet. Tan moderately weathered limestone was encountered in boring B -2 at 4.5 feet. In boring B -3, tan limestone was found at 5.0 feet and was severely weathered to 8.0 feet at which it tended to moderately weathered to 11.5 feet. Below the tan limestone, continuity in stratigraphy was generally established with the presence of a gray slightly weathered limestone. The variation in the upper materials is reasoned to be result of (1) erosional /depositional process of the creek meandering and (2) a history of prior construction and subsequent demolition of a low water crossing at the location. GROUNDWATER Groundwater observations are presented on the boring logs. Observations made after a period of 24 to 48 hours, to allow levels to stabilize, (show - depth- to"'groutfdwater- between- .2 -. -0 tarid :97077feet-below7exis.ting_ ground - surface- atIthe: boring [locations' =These correlat'ed't'o' water leve1'in_t -he_ adjacent -L Creek -when adjusted_ for -d f-ference surface- elevations. -at- the - borings -and emo phreatIZ:761fect,=j Report No. AE -7312 2 TERRA -MAR ANALYSES AND RECOMMENDATIONS Bridge Foundation Based on the results of the field and laboratory data in conjunction the type of bridge structure proposed, selection of continuous wall footings is considered appropriate for support of the structural loads. The footings should be founded on the tan moderately weathered Edwards limestone. Recommendations for design and construction are presented below: 1. Excavations for the continuous wall footings to support each of the box culvert walls should extend at least 12 inches below the top of the tan moderately weathered Edwards limestone. This bearing material was encountered at depths of 15.0 ft., 5.0 ft. and 8.0 ft. respectively in borings B -1, B -2 and B -3. Correlation of boring strata indicates a probable maximum footing excavation depth of about 6.0 ft. 2. The wall footings may be sized for a maximum allowable bearing pressure (live plus dead) of 12,000 psf. However, the minimum dimension in width should be 24 inches. 3. Passive resistance developed by the footing bearing against the rock may be assumed as 400 lbs. /cu.ft. for the horizonal component of lateral passive earth pressure. 4. Sliding resistance between the bottom of the wall footing and the bearing rock may be calculated using a coefficient of 0.25. Ultimate sliding resistance should then be computed using the total dead weight structural loads multiplied by this coefficient. 5. If passive resistance is included as a part of the sliding resistance, a factor of safety against the sliding component of 2.0 should be used. 6. The concrete base "or floor slab of the box culverts may be supported by the existing natural soils exposed during site excavatin. E xisting fill oil's are"^; e i pecf6 n the area of"the south abutment and - some fill construction is- anticipated in the creek channel �.Treatment'of hese fill soils - prior to placement o f'+. rthe concrete floor slabs:is addressed in the—"- Site••••+' Preparation" � section of this_report Report No. AE -7312 TERRA -MAR 3 7. Erosion under the floor slab should be considered in the design. To guard against undermining the base, a curtain wall should be constructed on both the up stream and down stream edges of the slab. A minimum dimension of 2.0 ft. is suggested as measured from floor elevation vertically downward. Diversion techniques will be required to control the creek water flow during construction. In addition dewatering schemes'"will be needed to properly clean and prepare the footings for placement of concrete. 9. Foundation concrete should be placed on undisturbed bed rock as soon as practical after excavation is complete to avoid additional inspection and cleaning operations. In general no footing should be prepared for concrete that cannot be placed that same day. 10. Although no major cavities were detected in the rock during the exploration phase of this study, it is recommended that small diameter pilot holes be drilled along each footing centerline with a spacing no greater than 10.0 ft. The pilot holes whould extend for a depth of at least two footings widths. Any cavities • detected should be pressure grouted. 11. Due to the variation in the subsurface materials it is suggested that contract documents include pay items for constructing the wall footings on a unit price basis. Also pay items and unit prices should be included for pilot hole drilling and pressure grouting any cavities found. Headwalls and Wingwalls Design of the headwalls and wingwalls will require consideration of lateral earth pressures behind the walls, the deformation condition imposed on the wall by the soil, control of hydrostatic pressure conditions and mitigation of associated erosion and bearing support of the wingwalls. Recommendations addressing these design factors are presented below: 1. The walls are assumed to be rigid or "non- yielding" and will be backfilled with a granular, free draining material at least 2.0 ft. in thickness. Lateral earth pressures can be computed as shown on Plate 6. An angle of interal friction of 20 degrees is recommended for this calculation. Report No. AE -7312 TERRA-MAR 4 2. The free draining backfill should be a clean, coarse - grained material with no more than 5% passing the number 200 sieve. Acceptable backfill would be (1) crushed stone, sized between 1/4 and 1/2 inch, (2) "pea gravel" with nominal size of 1/4 inch, or (3) concrete fine aggregate conforming to "Concrete for Structures ", Item 421, 1982 TSDHPT Standard Specifications. This material should be dry when placed and vibrated in- place to a reasonably dense condition. 3. Drainage features should be incorporated into the design to prevent buildup of hydrostatic pressure behind the wall. Typically these features are best provided by weepholes constructed at or near the wall bottom but above the soil line on the-exterior. To reduce erosion of the retained soil through the weepholes, filter fabric should be specified behind the wall at the openings as well as at any control joints or cracks. 4. Backfill materials placed behind the headwalls and wingwalls in that zone between the free draining granular material and the cut /excavated existing soils should be placed in loose lifts not greater than 8 inches and compacted to 95% of the maximum dry density as determined by TSDHPT Test Method TEX -113 -E using a compactive effort of 6.63 ft. lbs. /cu.in. Care should be exercised in the compaction effort so as not to induce stressed on the walls. It may be necessary to employ lighter compaction equipment and construct the fill with shallower lifts. If heavy equipment is used it is recommended that a stress analyses be conducted to evaluate the effects on the walls. 5. Footings for the wingwalls may necessarily be constructed on either the natural clay soil or on the tan weathered limestone due to the variation of subsurface conditions encountered. Foundations for these walls can be sized for an allowable (live plus dead) bearing pressure of 3500 psf. Pavement Design It is understood that flexible pavement is the selected pavement type. The procedures utilized for this pavement design were in accordance with Design Guidelines for Streets and Bridges, Travis County dated January 14, 1986. The resulting design was also evaluated in accordance with the AASHTO Design Method. Report No. AE -7312 5 TERRA -MAR The design criteria employed in the analyses are as follows: Street Class: Residential Collector Number of 18 -kip ESAL: Design Lane Accumulated 100,000 Design Life, Years: 15 - 20 Texas Triaxial Classification Value 4.7 Based on evaluation of the anticipated subgrade soils a Texas Triaxial Classification value of 4.7 was assigned. The magnitude of this value is typical of soils having similar properties when compared to and correlated with published data. The design analyses results in the following recommended section: THICKNESS, IN. LAYER MATERIAL BRIDGE APPROACHES Surface. Hot Mix Asphalt Concrete 2.0 2.0 8.0 (min) 15.0 Base Course Crushed Limestone Base Material Subgrade Compacted On -Site Clays Concrete Box Culvert This recommended section can be compared to the existing pavement section on the street to the south of the bridge where 2 inches of asphalt over 22 inches of base was encountered in boring B -3. Asphaltic concrete should meet the requirements of TSDHPT Item 340, Type D (Surface Course). The crushed limestone base course should meet the requirements of TSDHPT Item 248, Type A, Grade 2 or better. The crushed stone base should be compacted to a density not less than 100 percent of maximum dry density as determined by Method TEX -113 -E using a compactive effort equal to 13.26 ft. lbs. per cu.in. The subgrade soils should be prepared as specified in the "Site Preparation" section of this report. Report No. AE -7312 6 7FRRA-MAR It is recommended for that section of pavement on top of the box - culverts that the crushed =stone base materials 'b - lexclusively to build upp =to the surface course elevation $Design of paving over the - culverts should provide for drainage features to allow any water which may enter the base - material to easily esc pe. This may be accomplished by constructing o drainage ports on the edges_of.„the pavement extending through the sidewalks. €nrf r Fabric should be specified to mitigate erosion of the base material. SITE PREPARATION Site development will require cuts and fills to adjust grades for construction of the box culverts and walls and subgrade preparation. The recommended procedures during this phase are as follows: 1. Remove all vegetation, organic-soils and any deleterious materials` from the construction area. Useable_on -site may y be_stockpiles for later use`s 2. Structural areas_pavement ._and - fill - 7e777shou3d-be proofrolled - detect any areas of weakness. This procedure should be performed in accordance with TSDHPT Standard Specifications, Item 216. Areas of t , we' akness "to firm soils, replaced and properly recompacted._- 3. Natural subgrade soils in paved areas should be scarified and recompacted to not less than 95 percent of the maximum dry density as determined by TSDHPT Test Method TEX -113 -E using a compactive effort of 6.63 ft. lbs. /cu.in. CONSTRUCTION CONSIDERATIONS Control of the flow of water in Lake Creek will be a major concern during construct ion. This factor has been addressed previously in this report. Suitable techniques should be developed by the contractor prior to start of construction. Cut slopes will be required to construct the proposed structure. Considering the length of exposure which the slopes cut in the natural clay soils will have in conjunction with the existance of fill soils, it is recommended that construction procedures require laying these materials back to a 3(H):1(V) slope. Excavation in the limestone may, in general, be made at vertical cuts. This material may vary considerably and some sloping may be necessary. Thus it is recommended the geotechnical engineer be retained to inspect the excavation of all cuts to evaluate the stability in relation to the construction period. All excavation operations should be conducted in accordance with current OSHA Standards. Report No. AE -7312 7 1 ERRA -MAR INSPECTION AND TESTING Many problems can be avoided or solved in the field if proper inspection and testing services are provided. It is recommended that subgrade preparation, foundation excavation, fill density tests, rock base and asphaltic concrete placement be monitored by a qualified engineering technician. Density tests should be performed to verify compaction and moisture content of any earthwork. TERRA -MAR employs a group of experienced, well - trained technicians for inspection and construction materials testing. We would be pleased to assist Baker - Aicklen & Associates, Inc. on this project phase. LIMITATIONS The recommendations presented in this report were based on a discrete number of soil test borings. Although our field personnel visually survey the site for surface features indicative of variable soil conditions (fill, borrow, or drainage area, faulting, cavities, subsurface conditions may be encountered that differ from these data. In this case, we should be notified immediately so that the effects of these conditions on design and construction can be addressed. This study was conducted for the exclusive use of Baker - Aicklen & Associates, Inc. The reproduction of this report or any part thereof, in plans or other documents supplied to persons other than the owner, should bear language indicating that the information contained therein is for general design purposes only and not for bidding purposes, unless so indicated, and that the owner and TERRA -MAR, INC., are not liable for any representation made therein. Report No. AE -7312 TERRA-MAR 8 ILLUSTRATIONS TERM-MAR SCALE: 1" = 20' LAKE B -1 ROUND ROCK WEST DRIVE CREEK B -3 EXISTING FOOT BRIDGE • B -2 PLAN OF .BORINGS TERRA-MAR PLATE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 LOG OF BORING NO PROJECT: Bridge Improvements PROJECTS AE -7312 Round Rock West Drive : PLATE 1 '13 '1-11d30 HAND PENETROMETER,TSF SPT IN) THD, BLOWS/Fl. N 3 41 SURFACE ELEVATION: EXISTING (Approx. 727 MOISTURE CONTENT. % LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX PASSING NO. 200 SIEVE, % dad '1M Atl0 1100 SHEAR STR 'NGTH TONS IS0.FT. ROCK - COMPRESSIVE STRENGTH. TSF BORING METHOD: DRY AUGER 0 TO 15 FT. WASH BORE 15 TO 30 FT. WATER LEVEL OBSERVATIONS: FREE WATER ENCOUNTERED AT 14 . OFT. WATER AT 8_0 FT. AFTER 24 HRS. HOLE CAVED (WET DRY) AT _ FT. AFTER _ HRS. 3NVAROI HAND PENE- TROMETER UNCONFINED COMPRESSION LL PL PI / STRATUM DESCRIPTION — .5- — -10- _ -IS- — -20- — -25- --- — 30 26 2.5 2.5 3.5 4.5 + '. 4.5+; Pavement Section - 2" Asphalt . 22" L.S. Base Medium Dence Tan and Brown Clay (Fill) Stiff Dark Brown Clay i! • (CH) 34 51 19 32 83 .78 1.9 .78 . Very Stiff Brown Clay -with gravel below 10' (CH) 24 55 20 35 105 1.08 1.5 1.5 Very Stiff Sandy Clay with Gravel (CL) 1.5 Tan Moderately Weathered Limestone Gray Slightly Weathered Limestone • .., - Core Run 1: Recovery -92 %, RQD -32% - thinly bedded, gray & white 20' -22' - gray brown, marly 28' -30' - Core Run 2: Recovery -91 %, RQD -24% • 15 115 134 13 124 352 SAMPLE t SHELBY SANOARU TEXAS HIGHWAY ROCK ' NO LEGEND: TUOE El pENTETRAl10N B DEPT. PENL1. W CORE RECOVERY . COMPLETION DEPTH: 30.0 FT. DATE: 11 -10-87 1 1 1 1 1 1 1 1 1 1 TEA - fit PLATE 2 LOG OF BORING NO. 8-2 PROJECT: Bridge Improvements PROJECT NO.: AE -7312 Round Rock West Drive LOCATION: SEE PLATE I " 3 wp o 50 ZO 2�p aN o z 1 SURFACE ELEVATION: EXISTING ( Approx. 720.5 Ft. ) �' F' e. oz IV 5 ? g - 3 . u - .. Q a F Uw r- O -. ?w a 8 O z a _ ; K 0 r SOIL SHEAR TO SISO.FT. ', y Ei s� U Z OF ¢ BORING METHOD: DRY AUGER 0 TO 4 FT. WASH BORE 4 TO 20 FT. WATER LEVEL OBSERVATIONS: FREE WATER ENCOUNTERED AT 4 O FT, WATER Al 2_ 0 FT. AFTER 24 HRS. HOLE CAVED (WET DRY) AT FT. AFTER HRS. Z Q Fo w. Op ¢¢ p o Lm 8E tm u _ _ / STRATUM DESCRIPTION LL PL PI -5 -5 - 10 - - 15^ 20 -25- -30- Stiff Brown Clay with Limestone Gravel (Fill) Crushed Limestone with Brown Clay (Fill) 50 - Concrete (Fill) Tan Moderately Weathered Limestone 8 132 235 Gray Slightly Weathered Limestone - Core Run 1: Recovery -100%, RQD -68% - thinly bedded, gray & white 13' -15' . -gray brown, marly, porous 18' -20' -Core Run 2: Recovery -100 %, RQD -65% 7 147 963 73 124 r0 ' LED: I SY GEN '4V' E 0 ' ON B TDEPT. PENET. m CORE 0 RECOVERY COMPLETION DEPTH: 20.0 FT. DATE: 11-9-87 I TERRA-MAR PLATE 3 ' LOG OF BORING PROJECT: Bridge Improvements PROJECT t AE -7312 Round Rock West Drive E PLATE 1 'I d 'H1430 HAND PENETROMETER,TSF SPT IN) or THD, GLOWS /F1. SURFACE ELEVATION: EXISTING (AAArox. 727 MOISTURE CONTENT, % 11WI1 010011 PLASTIC LIMIT X3ONI 011011001d PASSING NO. 200 SIEVE, % UNIT DRY WT., PCF SHEAR ENGTH TON SIS Q.FT. ROCK - COMPRESSIVE STRENGTII, TSF BORING METHOD: DRY AUGER TO FT. _ _5_ WASH BORE 5 TO 30 FT. WATER LEVEL OBSERVATIONS: FREE WATER ENCOUNTERED AT FT. 3NPAUO1 NANO PENE- TROMETER UNCONFINED COMPRESSION _ WATER AT 9_ FT. AFTER 24' HRS. HOLE CAVED (WET DRY) AT _ FT. AFTER HRS. _ STRATUM DESCRIPTION LL PL PI 4.5 4.5 Pavement Section: 1" Asphalt 5" L.S. Base Crushed Limestone with brown clay (Fill) _ --- 50 -5 -1.5 — _ Tan Severly Weathered Limestone - _ Tan Moderately Weathered Limestone, - with clay seams -Core Run 1: Recovery -52 %. ROD -12% 20 D2 214 Gray Slightly Weathered Limestone -Core Run 2: Recovery -100 %, RQD -90% -gray & white, slightly porous 20' -22' - -gray brown, marly 25' -30' -Core Run 3: Recovery -100 %, RQD -47% — 16 116 148 -15. . _20_ — _25 — 15 115 153 _, 30 LEGEND: SHELBY ® STANDARD 8 TEXAS HIGHWAY ROCK NO • TUBE PENETRATION DEPT. PLNEI. UJ CORE ILI RECOVERY COMPLETION DATE: 11 -9-87 DEPTH:39.0 FT. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TERI?A -MAR PLATE 4 SYMBOLS AND TERMS USED ON BORING LOGS AJJOSIOIVISIOXS GLASS MUGS WI =IVEY. WI WO GUYILLY SCAS GNO Of 03.4511, GAYS OW WAN YAO LISS DWI IS GAYS 1.10.0•16A1O SOMA NOWIS YAW SAWA SW O WV.. www WON NAWKW,G.10.1411 rmoutemuu .o... DUAL r.,, .r SOIL CLASSIFICATION CHART 50 -- 0 50 40 30 20 10 UNIFIED SOIL CLASSIFICATION SYSTEM SAMPLE TYPES INDICATES DEPTH OF UNDISTURBED SAMPLE INDICATES DEPTH OF STANDARD PENETRATION TEST INDICATES DEPTH OF DISTURBED OR AUGER SAMPLE INDICATES DEPTH OF SAMPLING ATTEMPT WITH NO RECOVERY KEY TO SAMPLES SHOWN IN SAMPLES COLUMN LIQUID LIMIT 10 20 30 40 50 60 70 s0 90 CL i CL•ML/ ML a OL MH a 0H PLASTICITY CHART RELATIVE DENSITY OF COHESIONLESS SOILS CONSISTENCY OF COHESIVE SOILS COARSE GRAINED SOILS (major portion retained on No. 200 sieve): Includes (1) clean gravels and sands, and (2) silty or clayey gravels and sands. Conditions rated according to sten• dard penetration lest (SPT) as performed In the field. Descriptive Term Blown Per Foot' Very Loose 0 - 4 Loose 5 - 10 Firm 11 - 30 Dense 31 - 50 Very Dense over 50 '140 pound weight having a free tall of 30 inches. FINE GRAINED SOILS (major portion passing No.200 sieve): Includes (1) Inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey slits. Consistency Is rated according to shearing strength as indicated by penetrometer readings or by unconfined compression rests. Unconfined Compressive Descriptive Term Strength Ton/Sq. Ft. Very Soft Less than 0.25 Soft 0.25 to 0.50 Medium 0.50 to 1.00 Stiff 1.00 to 2.00 Very Stiff 2.00 to 4.00 Herd 4.00 and higher NOTE Sllckenslded and fissured clays may have lower un• confined compressive strengths than shown above, because of weakness or cracks in the soli. The consistency ratings of such soils are based on penetrometer readings. TERMS CHARACTERIZING SOIL STRUCTURE Sllckenslded — having Inclined planes of weakness that are slick and glossy In appearance. Fissured — containing shrinkage cracks, frequently filled with fine sand or silt; usually more or less vertical. Laminated — composed of thin layers of varying colors and texture. Interbedded — composed of alternate layers of different soil types Calcareous — containing appreciable quantities of calcium carbonate Well graded — having wide range In grain sizes and substantial amounts of all Intermediate particle sizes. Poorly graded — prednminantly 01 one Drain size, or having a range of sizes with some Intermediate size missing. TERRA-MAR PLATE 5 I 1 WALL j DEFORMATION 1 1 1 A 1 1 I b to • • a . O . o • o • P 1 PRESSURES (pounds per square foot -psf) P = k q P = 0.65YH k P = 0.65 Y H k P4 Yw Hw LATERAL SOIL PRESSURES FOR RIGID WALLS (AT- ,'.EST LATERAL EARTH PRESSURES) NOMENCLATURE H = Height of wall, Ft. H = Height of groundwater level, above base of wall (Ft.) k = Coefficient of at -rest lateral earth pressure. k = 1 - sin 0 0 = Angle of internal friction. Typical Values: Clay Soils: 0 = 20° Granular Soils: 0 = 30° A P2 1� P3 Surcharge Loading = q 177/ Groundwater Level NNW P LOADING (pounds per linear foot -plf) H = 0: A + A H > 0: A + (A A + A Y = Unit weight of soil. Assume 125 pcf. Y = Unit weight of water. Yw = 62.4 pcf. H LATERAL SOIL PRESSURE DISTRIBUTION PLATE 6 TERRA ERRA -MAR Consulting Engineers • Geotethn, cal • Environmental • Construction Materials Testing Baker- Aicklen & Associates, Inc. 1717 No. IH -35, Suite 206 Round Rock, Texas 78664 ATTENTION: Mr. Rick Myrick, P.E. Gentlemen: SUPPLEMENTAL REPORT BRIDGE IMPROVEMENTS ROUND ROCK WEST DRIVE ROUND ROCK, TEXAS 8403 Cross Park 0r., Suite3F. Austin, Texas 78754 Phalle: i1 January 7, 1988 Report No. AE- 7312 -1 Supplemental Submitted here is the supplemental report for the proposed bridge improvements along Lake Creek at Round Rock West, Drive in Round Rock, Texas. The additional study was authorized by the notice to proceed presented in your letter dated December 30, 1987. Background The results of the original geotechnical investigation on the subject project were presented in Terra - Mar, Inc. Report No. AE -7312 dated November 30, 1987. Based on analyses of the soil conditions encountered, the results of the laboratory tests and the given site conditions, recommendations were provided for foundation design. In brief the report recommended that the structural loads of the multiple box bridge structure be supported by continuous footings founded on the moderately weathered limestone. Subsequent to submittal of this report Terra -Mar, Inc. was requested to conduct a supplemental study to provide recommendations for utilization of a base pad type foundation for the structure. The following discussion presents the results of this,study. Design Considerations The subsurface conditions, as revealed by the original study, vary widely between the three test borings. Materials encountered included natural clay soils, fill (crushed stone, gravel, Clay soil and concrete rubble) and severely to slightly weathered limestone. In general the natural clay soil and the moderately to slightly weathered limestone are considered suitable for support of the structure. The existing fill materials, however, are not recommended for use as a structural material in its present condition. Short and /or long term consolidation could occur if these materials are subjected to structural loading. The resulting settlement, particularly differential, may cause structural distress to the bridge system. Groundwater, at the time of the field phase of the original study, was approximately one foot above the base elevation of the bridge structure. It is anticipated that some difficulty may be encountered in preparing the supporting soils for placement of the concrete for the base slab. Efforts to construct a structural compacted fill may not be possible. Excessive moisture in the natural soils coupled with fill soils becoming saturated during placement would greatly reduce the likelihood of satisfactory compaction. Diversion techniques and dewatering schemes will be the responsibility of the construction contractor. The extent of success will impact the methods used as recommended in the following section of this report. Analyses and Recommendations Based on the previous discussion of design considerations, the following recommendations are provided for properly preparing the foundation area to support the base pad type multiple box culvert system. 1. All existing fill materials in the foundation area should be excavated to a depth to expose the natural dark brown clay or tan moderately weathered limestone. 2. If satisfactory control of surface water or groundwater is possible, the excavated foundation area should be proofrolled to detect any weak areas. Care must be taken in the proofrolling so as not to cause pumping. The area can then be backfilled with select material consisting of low plasticity clays having a liquid limit not exceeding 35 and a plasticity index of between 15 and 25. The backfill should be placed in loose lifts of 8 inches or less and compacted to not less than 95 percent maximum dry density as determined by TSDHPT Test Method TEX -113 -E using a compactive effort of 6.63 ft.lbs. /cu.in. As with the proofrolling operation care should be exercised to prevent pumping of the soils. -2- TIOMMO -MAR 3. In the event water conditions cannot be controlled, an acceptable option for backfilling the excavated area would be to substitute a gravel material in lieu of the select soil backfill. This material should be a crushed, angular stone with gradation limitations allowing zero percent finer than 1/4 inch and maximum size of 2 inches. Placement can be made by end dumping to full depth of fill with compaction achieved by multiple passes of heavy rubber tired equipment or smaller vibratory compaction equipment. A finish treatment of a well graded sand should be spread on the surface and worked in to "choke" the voids in the crushed stone pad. 4. The box structure supported by the pad constructed by either method can be designed for a maximum allowable bearing pressure of 1,500 pounds per square foot. 5. It is estimated that settlement will probably be minimal. With the anticipated difference in type materials underlying the constructed pad, i.e. limestone on one end and clay on the other, differential settlement due to consolidation.may occur. Reinforcing steel sizing in the base slab of the culverts should consider this possibility. 6. Potential erosion under the culverts remains a design consideration. Curtain walls should be incorporated in the design as originally recommended. 7. The revised foundation design considerably reduces the unit bearing pressure. Therefore the requirement for pilot holes to detect the presence of large cavitied may be eliminated at the descretion of the design engineer or owner. 8. Design for resistance of the structure to horizontal loading can be made in accordance with the original report with the exception that the passive resistance against the soil may be assumed as 200 lbs. /cu.ft. for those areas bearing against soil. 9. In addition to the routine quality control services normally required for construction projects, the inspection and testing of the excavation and backfill phase as discussed herein will be important to insure proper performance of the structural pad. Terra -Mar, Inc. as the geotechnical engineering consultant should be retained to provide these services. -3- 7ERRA -MAR 10. All other recommendations and considerations presented in the previous report remain as applicable. We appreciate the opportunity to be of additional assistance on this project and trust the recommendations presented will lead to economical design and construction. Please contact our office should you have any questions. Very truly yours, TE2A -MAR, INC. vid F. Le P Manager, Ce ° al Texas Division DFL /ggo o0o - TERRA -MAR \ ■ .................. S, DAVID F. LEAKS 1$ 4.% . 38754 E. � S 44 �.�STE�; y + . ' TECHNICAL SPECIFICATIONS 101.2 Construction Methods Item 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, brick, concrete, sidewalks, drainage structures, manholes, inlets, abandoned railroad tracks, scrap iron, all rubbish and debris whether above or below ground except live utility facilities. 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 No. 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 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 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 matenal 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 pnor 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 "Preparing 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 price bid for "Preparing Right of Way ", which price shall be full compensation for work herein specified, including the furnishing of all materials, equipment, tools, labor and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under one of the following: 101 Rev. 09/30/87 Page 1 Preparing Right of Way End Pay Item No. 101 -A: Preparing Right of Way — Per Acre. Pay Item No. 101 -B: Preparing Right of Way — Per Station Pay Item No. 101 -C: Preparing Right of Way — Per Lump Sum Ref: 110, 111, 120, 132, 610 101 Rev. 09130187 Page 2 Preparing Right of Way Item No. 102 Clearing and Grubbing 102.1 Description This item shall consist of removing and disposing of all trees, stumps, brush, roots, shrubs, vegetation, logs, rubbish and other objectionable material. 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 "Gener, I 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 Trimming and Preservation" and shall be protected from scarring, barking or other injuries duri.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 drip 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 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. 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 8 permit- ted disposal site. Burning materials at the site shall conform to "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 o1 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 "Clearing and Grubbing", which price shall be full compensation for all work herein specified, including the furnishing of all materials, equipment, tools, 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 -8: Clearing and Grubbing — Per Station. Pay Item 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 riprap and concrete pavement. 3. Sidewalks and Dnveways 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 Electric Department 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 in place and all utilities located and protected as set forth in "General Conditions of Agreement ". The existing concrete shall be broken up, removed to conform to Item No 101. "Preparing Right of Way" and disposed of by the Contractor and deposited at a permitted 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 shall 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 1/2 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 foot of steel length shall be cleaned of all old concrete and left in place to tie into the new construction where applicable. All unsuitable material 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 foot in its original 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 position, regardless of the thickness and reinforcing. Concrete steps removed will be measured per linear foot of each individual step tread including the bottom 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 Walls ", "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 materials, 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 -B: Remove Concrete Slab — Per Square Foot. Pay Item No. 104 -C: Remove Concrete Sidewalks and Dnveways — Per Square Foot Pay Item No. 104 -0: 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 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 right of way or other limits of the work indicated and the constructing, compacting, shaping and fin- ishing of all earthwork on the entire project in accordance with the specification requirements herein outlined and in conformity with the required lines, 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, "Preparing Right of Way ", Item 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 matenats 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 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 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 (P1) 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 matenats 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 material off the limits of the right of way in an environmentally sound manner at a permitted disposal site All blasting shalt conform to the General Notes and to "General Conditions of Agreement". In all cases where blasting is permitted, a Blasting Permit must be obtained rn advance from the Department of Transportation and Public Services. 110.4 Measurement 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 for at the contract unit price bid for "Street Excavation ", as provided under measurement Method A, 8 or C as included in the bid, which price 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 Payment will be made under one of the following. hem No. 111 Excavation 111.1 Description This item snail consist of excavating and properly utilizing or otherwise satisfactorily disposing of all excavated matenals, of whatever character, within the limits of the work and the constructing. compacting, shaping and finishing of all earthwork in the designated areas indicated in accordance with specification requirements herein outlined and in conformity with the required lines, grades and typical cross sections indicated or as directed by the Engineer When not otherwise Included or in the Contract Documents, this item shall Include the work described in Item No 101, "Preparing Right of Way', Item No 102, "Cleanng and Grubbing", Item No 104. RemovinC Concrete" Item No 132 "Embankment" and Item No 201, "Subgrade Preparation". 111.2 Classification All excavation shall be unclassified and shall include all materials encountered regardless of their nature or the manner in which they are removed. 111.3 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 otherwise 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. All excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross sections. Suitable excavated materials shall be utilized insofar as practical, in constructing required embankments The construction of all embankments shall conform to Item No 132, "Embankment" No material shall be stockpiled within the banks of a waterway. Unsuitable become the property materials excavation of the Contractor anda e shall become his shall b s sole responsibility to disposeofthis malenal oft the limits of l the right of way in an environmentally sound manner at a permitted disposal site All blasting shall conform to the Provisions of 'General Conditions of Agreement" In all cases, a Blasting Permit must be obtained in advance from the Department of Transportation and Public Services Adequate dewatering and drainage of excavation shall be maintained throughout the time required to complete the work 111.4 Measurement All accepted excavation will be measured by Method A, B or C as follows: (1) Method A Measurement of the volume of excavation in cubic yards by the average end areas Crosssectidnal areas shall be computed from the existing ground section to the established line of the subgrade, as shown on typical sections for the limits of the right of way or other work limits, including parkway slopes and sidewalk areas. (2) Method B Measurement of the area in square yards of surtace area excavated as shown on the typical sections Included in the plans. (3) Method C Measurement of the volume of excavation is in cubic yards, based upon the average end areas taken from pre - construction cross sections and planned grades. The planned quantities for excavation will be used as the measure- ment for payment for this item 111.5 Payment This Item will be paid for at the contract unit price bid for "Excavation ", as provided under measurement Method A, B or C as included in the bid, which price shall be lull compensation for all work herein specified' including dewatenng, drainage, subgrade preparation, unless otherwise indicated and the fumishing of all matenals. equipment, tools, labor and incidentals necessary to complete the work. Page 1 12/03/86 111 End Pay Item No. 111-A: Excavation — Per Cubic Yard. Pay Item No. 111 -B• Inch Excavation — Per Square Yard. Pay Item No. 111-0: Excavation — Per Cubic Yard. Plan Quantity. This item shall be considered subsidiary to the contract, and no separate payment shall be made. • 111 04/17/86 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 ( 1 1 hem No. 120 Channel Excavation 120.1 Description This item shall consist of excavation for channels within the limits Indicated, regardless of the type of material encountered, removing and properly utilizing or otherwise satisfactorily disposing of all excavated materials and the constructing, shaping and finishing of all earthwork involved in conformity with the required line, grades and cross sections indicated. When not otherwise indicated, this item shall include the work described in Item 101, "Preparing Right of Way ", Item No. 102, "Clearing and Grubbing ", Item No. 104, "Removing Concrete" and Item No. 132, "Embankment ". 120.2 Classification All channel excavation will be unclassified and shall Include all materials encountered regardless of their nature or the manner in which they are removed. 120.3 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 ". Construction equipment shall not be operated within the drip Ilne of trees, unless indicated. Construction materials shall not be placed under the canopies of trees. No excavation or embankment shall be placed within the drip line of trees until tree wells are constructed All channel excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross sections. When fill sections are required, Item No. 132, "Embankments" shall govem the construction method. Suitable exca- vated materials shall be utilized, insofar as practicable, in constructing required embankments. Precautions will be maintained at all times to protect all trees in the area of construction. Where removal of trees is necessary, they shall be marked as directed by the Engineer. Unsuitable excavated materials or excavation in excess of that needed for construction shall be known as "Waste" and shall become the property of the Contractor and it shall become his sole responsibility to dispose of this matenal 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 Department of Transportation and Public Services. 120.4 Measurement Accepted channel excavation will be measured by Method A, B or C as follows: (1) Method A Measurement of the volume of excavation in cubic yards by the average and areas. Cross sectional areas shall be computed from the existing ground sections to the established final section Indicated. End (2) Method 0 Measurement of the length of the channel excavated In linear feet, as shown on the typical section. (3) Method C Measurement of the volume of excavation Is In cubic yards, based upon average end areas taken from preconstruc- tion cross sections and the planned grades. The plan quantities for channel excavation will be used as the measure- ment for payment of this Item. 120.5 Payment This item will be paid for at the contract unit price bid for "Channel Excavation ", as provided under measurement Method A. B or C as Included In the bid, which price shall be full compensation for furnishing all materials, equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 120A: Channel Excavation — Per Cubic Yard. Pay Item No.120 Channel Excavation, Foot Bottom — Per Linear Foot. Pay hem No. 120-C: Channel Excavation — Far Cubic Yard, Plan Quantity. Ref. 101, 102, 104, 132 120 Rev. 09 /30187 Page 1 Channel Excavation 1 1 1 1 1 1 1 1 1 I( 1 1 1 1 1 1 1 1 1 130.1 Description This item shall consist of required excavation, removal and proper utilization of materials secured from sources obtained by the Contractor and approved by the Engineer Compaction of embankments constructed from borrow as provided herein shall con- form to the method of Density Control in Item No 132, "Embankment" Borrow will be resorted 10 only when indicated or directed by the Engineer and then only from approved sources. 130.2 Materials All authorized borrow shall conform to one of the following classes. Class A (Select Borrow) Class B Topsoil 130.3 Construction Methods 130.4 Measurement This material shall consist of sand or other suitable granular material, free from vegetation or other objectionable matter reasonably free from lumps of earth and when tested by standard SDHPT laboratory methods, shall meet the following requirements: The Liquid Limits shall not exceed 45 The Plasticity Index shall not be less than 4 nor more Than 15 Item No. 130 Borrow This material shall consist of suitable nonswelling (soils with plasticity index less than 20) earth material such as loam. clay or other such materials that will form a stable embankment This material shall consist of approved topsoil material and shall be clean, friable soil capable of supporting plant life This material shall also be free of stones and all other debris. Prior to commencing this work. all erosion control and environmental measures required shall be in place All suitable materials removed from excavations shall be used, insofar as practicable In the formation of embankments conforming to Item No. 132, "Embankment" or otherwise be utilized as indicated or as directed by the Engineer and the completed work shall conform to the established alignment, grades and cross section. Additional material necessary to complete the work described above shall be "Borrow" of the class specified. The Contractor shall arrange for borrow from one of the following sources* 1. Existing borrow pit 2 New borrow pit 3. Surplus excavated material from a site which has a site development permit. The Contractor shall notify the Engineer 3 weeks prior to opening pit to permit necessary testing for approval of materials All borrow sites shall comply with the requirements of the permit During construction, the borrow sources shall be kept drained, insofar as practicable, to permit final cross sections to be taken. when required. The Engineer shall be notified sufficiently in advance of opening any borrow source to permit necessary testing for approval of materials. Borrow sites shall be managed to minimize the impact of the appearance of the natural topographic features and at no time create a potential hazard to the public. The measurement of Borrow and Topsoil will be measured by the cubic yard in its final position based upon the average end areas taken from pre - construction cross sections and plan grades The plan quantities for Borrow or Topsoil will be used as the measurement for payment for this item. Page 1 04/17,86 130 130.5 Payment All work performed as required herein and measured as provided under "Measurement will be paid for at the unit price bid. The pnces bid shall be full compensation for furnishing all labor, for all materials; for all royalty and freight involved; for all hauling and delivenng on the road: and for all tools, equipment and incidentals necessary to complete the work. Payment for unauthorized work will not be made. Payment will be made under one o1 the following. Pay Item No. 130 -A: Borrow Class A — Per Cubic Yard, Plan Quantity Pay Item No. 130.8: Borrow Class 0 Per Cubic Yard, Plan Quantity Pay hem No. 130 -T: Borrow Topsoil Per Cubic Yard Plan Ouantity too This item shall be considered subsidiary to the contract, and no separate payment shall be made. 130 04/17/B6 Page 2 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 132.1 Description Item No. 132 Embankment 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. 132.2 Construction Methods (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, shall be restored to approximately its 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 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 ". 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 hereinafter specified. The surface of hillsides to receive embankment shall be loosened by scaritying or plowing to a depth of not less than 4 inches and benches cut before embankment matenals 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 roadbeds, the roadbed slopes shall be plowed or scarified to a depth of not less than 6 inches and the embankment built up in successive layers, as hereinafter speci- fied, to the level of the old roadbed before its height is increased. Then, if indicated, the top of the old roadbed be scarified'and recompacted with the next layer of the new embankment. The total depth of the scarified and added material shall not exceed the permissible layer depth. Trees, stumps, roots, vegetation or other unsuitable materials shall not be placed in embankment. All embankment shall be constructed in layers approximately parallel to the finished grade and unless otherwise indicated, each layer shall be so constructed as to provide a uniform slope of i/< inch per foot from the centerline of the roadbed to the outside, except that on superelevated curves, each layer shall be constructed to conform to the superelevation indicated. The embankment shall be continuously maintained at its finished section and grade until that portion of the work is accepted. After completion of the embankment 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 defined as embankments composed of soil material other than rock and shall be con- structed of acceptable material from approved sources. Except as otherwise indicated, earth embankments shall be constructed in successive 6 inch layers, loose measure, for the full width of the individual cross section and in such length as 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 earth 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 shall be feathered on a slope 011:20 or the mate- rial shall be so mixed as to prevent abrupt changes in the soil. No material placed in the embankment by dumping in 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 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 scarified to a uniform depth of at least 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 specified, the course shall be reworked as necessary to obtain the specified compaction. (3) Rock Embankments - Rock embankments shall be defined as those composed principally of rock and shall be constructed of accepted matenal from approved sources. Rock embankments shall 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 i feet. Each layer shall be constructed by starting at one end and dumping the rock on top of the layer being 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 layer and the interstices between the larger stones filled with small stones and spells 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 dimension 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 be placed at other points where the embankment layer is of greater depth, thus requiring less breakage. 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, "Rolling (Proof) ". Unless otherwise indicated, the upper 3 feet of the embankment shall contain no stones larger 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 shall be broken up or removed. (4) At Culverts and Bridges Embankments adjacent to culverts and bridges which cannot be compacted by use of the blading and rolling equip- ment used in compacting the adjoining sections of embankment shall be compacted in the manner prescribed 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 2 132.3 Measurement Embankment material placed adjacent 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 item, it shall be paid for 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: End Pay Item No. 132: Embankment — Per Cubic Yard. Page 3 04:17 86 132 201.1 Description This item shall consist of scarifying, blading and rolling the subgrade to obtain a uniform texture and provide as nearly as prac- ticable 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 completed 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 estab- lished by the Engineer by the removal of existing material or addition of approved matenal. All unsuitable material shall be re- moved and replaced with approved material. All foundations, walls or other objectionable material shall be removed to a mini- mum depth of 18 inches under all structures and 12 inches under areas to be vegetated. All holes, ruts and depressions 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/2inch cross section and in a length 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 tops for the subgrade on centerline, at quarter points and curb lines or edge of pavement at intervals not exceeding 50 feet. All suitable material removed may be utilized in the subgrade with the approval of the Engineer. All other material required for completion 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 SDHPT Test Method Tex -114-E. Subgrade materials on which planting or turf will be established shall be compacted to a minimum of 85 percent of the density as determined in accordance with SDHPT Test Method Tex- 114-E. Tests for density will be made as soon as possible after compacting operations are completed. If the material falls 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 compacted subgrade shall be checked and If tests show the density to be more than 2 percent below the specified minimum or the moisture content to be more than 3 percent above or below the optimum, the subgrade shall be reworked as necessary to obtain the specified compaction and moisture content. 201.3 Measurement All acceptable subgrade preparation will be measured by the square yard. The measured area includes the entire width of the roadway for the entire length as indicated. 201.4 Payment Item No. 201 Subgrade Preparation 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 measured as specified above and paid for at the con- tract unit once bid for "Subgrade Preparation" which price shall be full compensation for all work herein specified, including the furnishing of all materials, equipment, tools and labor and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under: Pay Item No. 201: Subgrade Preparation — Per Square Yard. End Ref: 110, 111 201 Rev 09130/87 Page 1 Subgrade Preparation 210.1 Description This item shall consist of a crushed stone foundation course for surfacing, pavement or other base courses, furnished and in- stalled 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 Engineer. 210.2 Material The matenal 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 SDI-IPT standard laboratory test procedures: 1) Preparation for Soil Constants and Sieve Analysis Tex -101 -E 2) Liquid Limit Tex -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 (Part 11) 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 properly tested, shall meet the following requirements: Minimum compressive strength when subjected to the triaxial test: 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure, unless otherwise indicated. 210.3 Stockpiling, Storage and Management Steve Size Percent Retained 13/4 inch 0 7 /e inch 10 -35 34 inch 30 -50 No. 4 45 -65 No. 40 • 70 -85 Maximum Liquid Limit 35 Maximum Plasticity Index 10 Maximum Wet Ball Mill 50 Maximum increase in passing No. 40 from Wet Ball Mill Test 20 percent Item No. 210 Flexible Base (1) Managing Aggregates Prior to stockpiling of aggregates, the area shall be cleaned of trash, weeds and grass and be relatively smooth. Stockpiles should be 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. The 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 Consultants as follows: (a) The Contractor shall make a full height cut from each side of the stockpile. The 4 samples are then 210 Rev. 09/30/87 Page 1 Flexible Base 210.4 Construction Methods combined and mixed into a single "test" specimen from 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 under (a) above, for the City's Testing Con- sultant to draw its samples. (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. Blue tops shall be set by the Contractor for subgrade on centerline, quarter points, curb lines or edge of pavement where curb is omitted, at intervals not exceeding 50 feet. Subgrade shall be tested by proof rolling in conformity with Item No. 236, "Rolling (Proof)" prior to placing first course of base material. (2) First Course Immediately before placing the base material, the subgrade shall be checked as to conformity with grade and sec- tion. The thickness of each base course shall not exceed 6 inches, loose measure and will be equal increments of the total depth. The matenal shall be delivered in approved vehicles and it shall be the responsibility of the Contractor that the re- quired amount of specified matenal shall be delivered. Material deposited upon the subgrade shall be spread and shaped the same day unless otherwise approved by the Engineer. In the event inclement weather or other unfore- seen 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 shall then be 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 binder mate- rial shall be carefully and evenly incorporated with the material in place by scanfying, harrowing, brooming or by other approved methods. (3) 210 Rev. 09/30/87 The course shall be sprinkled as required to bring it to optimum moisture content and compacted to the extent nec- essary 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 optimum 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 meet the density requirements, it shall be reworked as necessary to meet 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 measured longitudinally shall be corrected by loosening, adding or removing material, reshaping and recompacting by sprinkling and rolling. All irregularities, depressions or weak spots which develop shall be corrected immediately by scanfying the areas affected, adding suitable material as required, re- shaping and recompacting 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 complete, it shall be recompacted and refinished at the sole expense of the Contractor. Succeeding 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 maximum 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 be- tween points and at pavement edge if curb and gutter are not included in the work, at 50 foot intervals. (4) Density Each course of flexible base shall be compacted to not less than 100 percent density when tested in accordance with SDHPT Test Method Tex - 113 -E. Field density determination shall be made in accordance with approved methods. The completed Flexible Base shall be tested by proof rolling in conformity with Item No. 236, "Rolling (Proof) ". Page 2 Flexible Base 210.5 Measurement "Flexible Base" will be measured at depths specified for the area indicated, by the square yard or by the cubic yard, complete in place, as indicated in the bid. 210.6 Payment This Item will be paid for at the contract unit pnce 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, recompacting and re- finishing, for all water required and for all equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 210-A Flexible Base, In. —Per Square Yard. Pay Item No. 210.8: Flexible Base —Per Cubic Yard. End Ref: 201, 236 210 Rev. 09/30/87 Page 3 Flexible Base 220.1 Description 220.2 Construction Methods 220.3 Measurement Item No. 220 Sprinkling for Dust Control This item shall consist of the application of water or asphalt emulsion on specified streets, detours, haul routes or construction sites for the purpose of maintaining these areas relatively free of dust Dust control shall be achieved by the application of water or asphalt emulsion sprinkled in amounts sufficient to control the dust to the satisfaction of the Engineer or by using equipment which is specially designed to trap dust in filters or bags When asphalt emulsion is to be applied, all environmental sate guards shall be in place prior to placing the emulsion. The Contractor shall furnish and operate an approved sprinkler, equipped with valves to regulate the flow of the liquid to the sprinkler bar so that the liquid will be evenly distnbuted and at a controllable rate over the entire width sprinkled. It shall be the Contractor's continuous responsibility at all times, including nights, holidays and weekends until acceptance of the project by the City, to maintain the specified areas relatively tree of dust in a manner which will cause the least inconvenience to the public. Sprinkling for dust control will be considered subsidiary to other items of the contract unless included as a separate pay item in the contract. When included for payment in the contract as a separate contract pay item, it will be measured in units of 1,000 gallons actually placed as authorized by the Fngineer. 220.4 Payment This item, when provided for in the contract as a separate pay item, will be paid for in accordance with the contract unit price. The contract unit price shall be the total compensation for all labor, materials, tools, machinery, equipment and incidentals necessary to complete the work as indicated. Payment, when specified in the contract, will be made under one of the following: End Pay Item No. 220 - A: Sprinkling for Dust Control (Water) — Per Unit. Pay hem No. 220 - Sprinkling for Dust Control (Asphalt Emulsion) — Per Unit. Page 1 04/17/86 220 End 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 Item No. 230 Rolling (Flat Wheel) Power rollers shall be of the 3- wheel, self-propelled type, weighing not less than 10 tons 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 Power rollers shall be the 3 -wheel or tandem, self - propelled type, weighing not less than 3 torts nor more than 6 tons. 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 rolling with a power roller shall start longitudinally at the sides and proceed towards the center, overlapping on successive trips by at least 1/2 the width of the rear wheel of the power roller. On superelevated curves, rolling shall begin at the low sides and progress toward the high sides. Alternate tnps 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 Rolling 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. Pagel 04 86 230 Item No. 232 Rolling (Pneumatic Tire) 232.1 Description 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 "Roiling (Light Pneumatic Tire)" or "Rolling (Medium Pneumatic lire)" 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 turning 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 penod 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 (3) 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 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 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 60 inches and shall be so designed that by ballast loading the total load 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 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 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 load may be vaned 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. (4) Medium Pneumatic Tire Roller (Type B) The medium pneumatic tire roller (Type B) shall conform to the requirements for Medium Pneumatic Tire Roller (Type A) as specified above, except that the roller shall be equipped with tires that will afford ground contact pres- sures to 90 psi or more. 232.2 Construction Methods Tire pressure is critical to successful operation of the roller. Contractor shall have equipment on the construction slte to inflate tires as required. 232 Rev 09130187 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 traps by at least '2 of the width of the pneumatic tire roller. On superelevated curves, rolling shall begin at the low sides and progress toward the high sides. Alternate trips of the roller shall be slightly different in length The light pneumatic tire roller shall be operated at speeds 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 satisfactorily, additional roller units shall be provided. 232.3 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 of the contract. End 232 Rev. 09130/87 Page 2 Rolling (Pneumatic Tire) 234.1 Description This item shall consist of the compaction of embankment by the operation of approved tamping rollers as herein specified and as directed by the Engineer. 234.2 Equipment The tamping rollers shall consist of 2 metal rollers, drums or shells of 40 inches minimum diameter; each not less than 42 inches in length and unit mounted in a rigid frame in such a manner that each roller may oscillate independently of the other. Each roller, drum or shell shall be surmounted by metal studs with tamping feet projecting not less than 7 inches from the surface and spaced not less than 6 inches nor more than 10 inches, measured diagonally center to center and the cross sectional area of each tamping foot, measured perpendicularly to the axis of the stud, shall not be less than 5 nor more than 8 square inches. The roller shall be supplemented with cleaning teeth to provide self cleaning. The roller shall be so designed that, by ballast loading, the load on each tamping foot may be varied uniformly from 125 to 175 est of cross sectional area. The load per tamping foot will be determined by dividing the total weight of the roller by the number of tamping feet In 1 row parallel to or approximately parallel to the axis of the roller. The compression to be provided at any time shall be as directed by the Engineer. The tamping roller shall be drawn by suitable power equipment of adequate tractive effort. Two tamping rollers, consisting of 4 cylinders, conforming to the above prescribed requirements, drawn by approved power equipment, shall be considered a roller unit. Where turning is impractical or detrimental to the work and when specifically directed by the Engineer, 1 tamping roller consisting of 2 cylinders, fastened to the front end of approved power equipment, shall be considered a roller unit. In lieu of the rolling equipment specified, the Contractor may, upon written permission from the Engineer, operate other compact- ing 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. 234.3 Construction Methods End Item No. 234 Rolling (Tamping) This work shall be done only when ordered by the Engineer. The embankment layer or the base course shall be sprinkled if directed and rolling with a tamping roller unit shall start longitudinally at the sides and proceed toward the center, overlapping on successive trips by at least V of the width of the tamping roller unit. On superefevated curves, rolling shall begin at the low sides and progress toward the high sides. Alternate trips of the unit shall be slightly different in length. The tamping roller unit, unless otherwise directed, shall be operated at a speed between 2 and 3 miles per hour. Sufficient rollers shall be provided to compact the material in a satisfactory manner. The minimum number of rolling units shall be governed by the progress in placing the material to be compacted. The quantity of material placed per hour shall be determined by averaging the total quantity of material placed within any 1 working day. When operations are so isolated from one another that one roller cannot perform the required compaction satisfactorily, additional rollers shall be provided and operated as directed by the Engineer. 234.4 Measurement and Payment No additional 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. Page 1 04417 234 236.1 Description • This item shall consist of furnishing and operating heavy pneumatic tired compaction equipment for testing the compaction of embankment, subgrade or flexible base. Proof rolling is designed to locate unstable areas. 236.2 Equipment The proof rolling equipment shall consist of not less than 4 pneumatic tired wheels, running on axles carrying not more than 2 wheels and mounted in a rigid frame and provided with loading platform or body suitable for ballast loading. All wheels shall be arranged so that they will carry approximately equal loads when operating on uneven surfaces. The proof roller under working conditions shall have a rolling width of from 8 feet to 10 feet and shall be so designed that, by ballast loading, the gross load may be varied uniformly from 25 tons to 50 tons. The tires shall be capable of operating under the various loads with variable air pressures up to 150 pounds per square inch. The operating load and tire pressure shall be within the range of the manufacturer's chart as directed by the Engineer. The proof roller shall be drawn by a suitable crawler type tractor or rubber tire tractor of adequate tractive effort or may be of self-propelled type. There shall be a sufficient quantity of ballast available to load the equipment to a maximum gross weight of 50 tons. Rubber tired tractive equipment shall be used on base courses. Other type tractive equipment may be used on embankment subgrade The heavy pneumatic tire roller unit shall be capable of turning 180 degrees in the crown width. In lieu of the rolling equipment specified, the Contractor may, upon written permission from the Engineer, operate other equip- ment that. will produce equivalent results as the specified equipment. If the substituted equipment fails to produce the desired results as would be expected of the specified equipment as determined by the Engineer, its use shall be discontinued. 236.3 Construction Methods This work shall be done to proof all prepared subgrades and flexible base courses or as directed by the Engineer. On embank- ment compaction, each layer will be placed to specified thickness at optimum moisture and compacted with conventional equip- ment to comply with the requirements of the governing embankment item. Prior to placing the overlaying course, the layer shall be proof rolled as directed by the Engineer. When the operation of the proof rolling unit shows an area to be unstable or nonuniform, such area shall be brought to satisfac- tory stability and uniformity by additional compaction, by removal of 'unsuitable materials or replacement with suitable materials and recompaction. The surface tested shall then be checked for conformity with line and grade and any irregularities corrected. Rollers shall be operated at speeds between 2 and 6 miles per hour or as directed by the Engineer. End Item No. 236 Rolling (Proof) 236.4 Measurement and Payment No additional 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. Page 1 04.1786 236 (1) Asphalt Cement Viscosity 140 F Poises Viscosity 275 F stokes Test Penetration 77 F, 100g, 5 sec. Flash Point, C.O.C. F Solubility in trichloroethylene, percent Tests on residues from thin film oven test: Viscosity 140 F stokes VISCOSITY GRADE Monomer ratio, B/S 70/30 Minimum solids content 67% Solids content per gal at 67% 5.3 lbs. Coagulum on 80 -mesh screen 0.1% maximum Type Anti - oxidant staining Mooney Viscosity of Polymer (M /L 4 at 212 F)1 100 minimum pH of Latex 9.4 - 10.5 Surface tension 28 -42 dynes /cm' Brookfield Viscosity of Latex 1200 ps maximum at 67% solids Item No. 301 Asphalts, Oils and Emulsions 301.1 Description This item shall consist of the requirements for oil asphalts, cut -back asphalts, road oils, emulsified asphalts, asphalt cement and other miscellaneous asphaltic materials. 301.2 Materials When tested according to State Department of Highways and Public Transportation Test Methods, the various materials shall meet the applicable requirements of this specification. The material shall be homogeneous, free from water, shall not foam when heated to 350 F and shall meet the follow- ing requirements: AC - 3 AC - 5 AC - 10 AC - 20 AC Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. 300±100 500 ±100 1000 ±200 2000 ±400 4000± ±800 1.1 — 1.4 — 1.9 — 25 — 35 — 210 — 135 — 85 — 55 — 35 — 425 — 425 — 450 — 450 — 450 — 99.0 — 99.0 — 99.0 99.0 — 99.0 — — 900 — 1500 — 3000 — 6000 — 12000 Ductility 77 F 5 cms per min, 100 — 100 — 70 . — 50 — 30 cms Spot test Negative for all grades (2) Latex Additive 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: 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 (3) 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. qi 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 Tests of Distillation Residue Penetration, 100g 5 sec., 77 F Ductility, 5 cm /min. 100 — 100 — 100 77 F, cm 301 04/17/86 Page 2 70 — 75 — 82 100 150 100 150 100 150 1 1 1 1 1 1 1 1 1 1 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, % — 0 2 — 0.2 — 0.2 — 0.2 — 0.2 Flash Point, 100 — 100 — 150 — 150 — 150 — T.O.C., F , Kinematic vis. @ 30 60 70 140 250 500 800 1600 3000 6000 140 F. cst. The Distillate, expressed as percent by volume to total distillate to 680 F, shall be as follows: Off at 437 F — 25 — 20 — 10 — — — — 1 Off at 500 F 40 70 20 60 15 55 — 35 — 15 Off at 600 F 75 93 65 90 60 87 45 80 15 75 Residue from 680 F Distillation, ' Volume Percent 50 — 55 — 67 — 75 — 80 — 1 1 Tests on Distillation Residue: Penetration at 77 F 100g, 5 sec. Ductility at 77 F 5 cm /min, cms Solubility in tnchloroethylene, Spot Test 120 250 120 250 120 250 120 250 120 250 100' — 100' — 100* — 100 — 100' — 99.0 — 99.0 — 99.0 — 99.0 — 99.0 — ALL NEGATIVE 'If penetration of residue is more than 200 and ductility at 77 F is less than 100 cm, the material will be acceptable if its ductility at 60 F is more than 100. _ 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 CaCl % 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 Cs 122 F on Residue from Cutback Distillation 50 200 Solubility in Trichloroethylene, 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 1 ANIONIC EMULSIONS Rapid Setting Medium Setting Slow Setting 1 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, cros 100 — 100 — 100 — 100 — 100 — 100 — *Applies only when Engineer designates material for winter use. , CATIONIC EMULSIONS Rapid Setting Medium Setting Slow Setting Type -Grade CRS -2 CRS -2h CMS -2 CMS -2h CSS-1 CSS -1h Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Viscosity, Saybolt Furol at 77 F sec. 20 100 20 100 Viscosity, Saybolt Furol at 122 F sec. I 150 400 150 400 100 100 300 100 100 300 — — Storage stability test, 1 day % — 1 — 1 — 1 — 1 — 1 — 1 Demulsibility, ' 35 ml 0.8% sodium ' dioctyl sulfosuccinate 40 — 40 — — Coating, ability & water resistance: , 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 Distillation: Oil distillate, by volume of emulsion, — 3 — 3 — 12 — 12 3 — — 3 1 Residue, % 65 — 65 — 65 — 65 — 60 — 60 — Tests on Residue from Distillation Test: 1 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 — 1 Solubility in trichloroethylene, % 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 'The demulsibillty test shall be made within 30 days from date of shipment. 1 301 04/17/86 Page 4 1 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 (6) Precoat Material (5) (7) (8) 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, % — 0.2 Flash, C.O.C., F 200 Kinematic Viscosity at 140 F, cst 300 500 Distillation to 680 F: Initial Boiling point, F 500 — Residue by weight, % 70 — Penetration residue, 77 F, 100g, 5 sec 200 300 High Float Emulsions 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 N /50 CaCl % 50 — — — Storage Stability Test, 1 day, % — 1 — 1 Tests on Residue: Penetration at 77 F, 100 g, 5 sec. 100 140 300 — Solubility in Trichloroethylene, % 97.5 — 97.5 — Ductility at 77.5 cm/min, cms 100 — — Float Test at 140 F, sec. 1200 — 1200 Catalytically - Blown Asphalt Joint and Crack Sealer Catalytically -blown asphalt shall be uniformly blended with 10 percent diatomaceous earth filler which passes the No. 325 sieve. It shall form a suitable joint and crack sealer which may be melted to pouring consistency in the regular asphalt kettle at a temperature of approximately 450 F to 475 F. The material shall meet the following requirements: Type -Grade 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 — Page 5 04/17/86 301 Type -Grade 68 -88 Pen 38 -45 Pen Minimum Maximum Minimum Maximum Ductility,77 F, 5 cm/min, cms 5 — 3 — Flow, 140 F, cm — 0.5 — 0.5 Ash, Weight, % 8 — 8 — Settlement Ratio — 1.02 — 1.02 Brittleness Test, 32 F No Cracking No Cracking 301.3 Storage, Heating and Application Temperatures Asphaltic materials should be applied at the temperature which provides proper and uniform distribution and with practical limits avoiding higher temperatures than necessary. Satisfactory application usually should be obtained within the recommended ranges shown below. No material shall be heated above the following maximum temperatures: 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 -P 100 -140 140 140 RC -250 125 -180 200 200 RC -800 170 -230 260 260 RC -3000 215 -275 285 285 MC - 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. 301.4 Measurement and Payment All asphaltic materials included in this specification will be measured and paid for conforming to the governing specifications for the items of construction in which these materials are used. End Warning to Contractors Attention is called to the fact that asphaltic materials are very flammable. The utmost care shall be taken to prevent open flames from coming in contact with the asphaltic material or the gases of same. The Contractor shall be respon- sible for any fires or accidents which may result from heating the asphaltic materials. 301 04/17/86 Page 6 Item No. 306 Prime Coat 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. 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 (3) 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 distribute the prime coat at a rate ranging from 0 1 to 0.3 gallons per square yard of surface area. The matenal shall be evenly and smoothly distributed. During the application of prime coat, care shall be taken to prevent splattering of adjacent pavement, curb and gutters or structures. The Contractor shall be responsible for cleaning splattered areas. Pnme 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 rising; the air temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions, in the opinion of the Engineer, 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 ". 306.4 Measurement 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. Pagel 04/1786 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 prime coat specified; for all freight involved and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under: Pay Item No. 306: Prime Coat — Per Gallon End 306 04/17/86 Page 2 Item No. 307 Tack Coat 307.1 Description This item shall consist of an application of asphaltic material on the completed base course after the prime coat has sufficiently cured, existing pavement, bituminous surface, bridge deck, slab or on a prepared surface as indicated and as directed by the Engineer. 307.2 Materials (1) Asphalt Materials The asphalt material for "Tack Coat" shall meet the requirements for Cutback Asphalt or Emulsified Asphalt, Item No. 301, "Asphalts, Oils and Emulsions" as listed below. Cutback asphalt shall be made by combining 50 to 70 percent by volume of the asphaltic material as specified for the type of paving mixture with 30 to 50 percent by volume of gasoline and /or kerosene. The type of material shall be selected from the following table: (2) Water Temperature of Surface, F. 40 -70 Over 70 RS -2 MS -2 RS -2H MS -2H RC -250 MC -70 CRS -2 CMS -2 CRS -2H CMS -2H Water shall be furnished by the Contractor and shall be clean and free from industrial wastes and other objectionable matter. (3) Sand Sand may be Grade 1 conforming to Item No. 403, "Concrete Structures" or washed sand, largely siliceous, with the following gradation: 307.3 Construction Methods Percent Retained by Weight Sieve Size Natural Sand No. 8 0 No. 16 0 -40 No. 30 25 -65 No. 50 65 -85 No. 100 85 -98 No. 200 98 -100 There shall not be more than 50 percent of the aggregate retained between any 2 sieves listed above and not more than 25 percent of the aggregate retained between No. 50 and No. 100 sieve. Tack coat shall not be applied when the air temperature is below 60 F and falling, but It may be applied when the air temperature is above 50 F and rising, the air temperature being taken in the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions, in the opinion of the Engineer, are not suitable. Before the tack coat is applied, the surface shall be cleaned thoroughly to the satisfaction of the Engineer. The asphaltic material shall be applied on the clean surface by an approved type of self - propelled pressure distributor, so operated as to distribute the tack coat at a rate not to exceed 0.10 gallon per square yard of surface, evenly and smoothly under a pressure for proper distri- bution. Where the pavement mixture will adhere to the surface on which it is to be placed without the use of a tack coat, the tack coat may be eliminated by the Engineer. All contact surfaces of curbs and structures and all joints shall be cleaned thoroughly and painted with a thin uniform coat of the asphaltic material used for tack coat. The tack coat shall be rolled with a pneumatic tire roller to distnbute the asphaltic material uniformly over the tacked area. During the application of tack coat, care shall be taken to prevent splattering of adjacent pavement, curb and gutters or structures. The Contractor shall clean splattered areas. The distributor shall have been recently calibrated and the Engineer shall be furnished an accurate and satisfactory record of such calibration. After beginning of the work, should the yield on the asphaltic matenal applied appear in error, the distnbutor shall be calibrated in a manner satisfactory to the Engineer before proceeding with the work. Page 1 04117,86 307 The Contractor shall be responsible for the maintenance of the surface until the HMAC is placed over the tack coat or the work is accepted by the Engineer. No traffic, hauling or placement of any subsequent courses shall be permitted over the freshly applied prime coat unless it is blotted by the application of sand as directed by the Engineer. 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 select 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 160 F. 307.4 Measurement The asphaltic material for "Tack Coat" will be considered subsidiary to Item 340, "Hot Mix Asphaltic Concrete Pavement" unless included as a separate pay item in the contract. When included for payment, "Tack Coat" shall be measured at point of delivery on the project in gallons at the applied temperature. The quantity to be paid for shall be the number of gallons used. 307.5 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 "Tack Coat ", which price shall be full compensation for cleaning the area to receive the "Tack Coat "; for furnishing, heating, hauling and distributing the tack coat specified; for all freight involved and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment, when included as a contract pay item, will be made under: Pay Item No. 307: Tack Coat — Per Gallon. End 307 04/17/86 Page 2 340.1 Description This Item shall consist of a base course, a leveling -up course, a surface course or a combination of these courses as indicated. each to be composed of a compacted mixture of mineral aggregate and asphaltic material. The pavement shall be constructed on the previously completed and approved subgrade, base, existing pavement, bituminous surface or in the case of a bridge, on the prepared slab as herein specified and in accordance with the details indicated. 340.2 Materials Item No. 340 Hot Mix Asphaltic Concrete Pavement (1) General The Contractor shall furnish materials to the project meeting the following requirements and such that the final mixture, prior to being placed, shall be as specified herein. The Contractor shall be solely responsible for the quality and control of his materials. (2) Mineral Aggregate The mineral aggregate shall be composed of course aggregate, fine aggregate and if required, mineral filler. Samples of all material shall be submitted for testing as directed by the Engineer and approval of both material and of the source of supply must be obtained from the Engineer prior to delivery. 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 SDHPT Test Method Tex - 203 -F. Mineral aggregate from each source will meet the 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 as hereinafter specified of uniform quality throughout. When the coarse aggregate is tested in accordance with SDHPT Test Method Tex -217 -F (Part I, Separation of Deleterious Material), the amount of organic matter, clay, loam or particles coated therewith or other undesir- able materials shall not exceed 2 percent and when the remaining part of the sample is further tested in accor- dance with SDHPT Test Method Tex -217 -F (Part II, Decantation), the amount of material removed shall not be more than 2 percent. The coarse aggregate (each coarse aggregate when a combination of materials is used) shall have an abra- sion of not more than 40 percent loss by weight when subjected to the Los Angeles Abrasion Test, SDHPT Test Method Tex - 410 -A. 340 Rev. 09 /30/87 Stone or gravel shall be so crushed that 90 percent of the particles retained on the No. 4 sieve shall have more than 1 crushed face when tested in accordance with SDHPT Test Method Tex -413 -A (Particle Count). (b) Fine Aggregate The fine aggregate shall be that part of the aggregate passing the No. 10 sieve and shall consist of sand, screenings or combination thereof as hereinafter specified of uniform quality throughout. Fine aggregate shall consist of durable particles, free from injurious foreign matter. Screenings shall be of the same or similar material as specified for coarse aggregate. The plasticity index of that part of the fine ag- gregate passing the No. 40 sieve shall be not more than 6 when calculated in accordance with SDHPT Test Method Tex - 106 -E. Fine aggregate from each source shall meet plasticity requirements. When stone screenings are used, they shall meet the following grading requirements: Percent by Weight Passing the % inch sieve 100 ' Passing the No. 200 sieve 5 -25 Fine aggregate contained in coarse aggregate stockpiles shall also be shown to meet the above requirements when the stockpile contains more than 5.0 percent by weight of aggregate passing the No. 10 sieve. Page 1 Hot Mix Asphaltic Concrete Pavement (3) Asphaltic Material (4) Temporary Pavement Markings Temporary pavement markings shall conform to Item No. 864, "Abbreviated Pavement Markings ". 340.3 Paving Mixtures (1) Mix Design The Job Mix Formula shall be designed by the Contractor in accordance with SDHPT Bulletin C -14 and SDHPT Test Method Tex -204 -F and tested in accordance with SDHPT Test Methods Tex - 207 -F, Tex - 208 -F, and Tex -227 -F to supplement SDHPT Test Methods Tex -201 -F and Tex - 202 -F, with the exception that the laboratory density be determined as a percentage of the mixture maximum theoretical density. The maximum theoretical specific gravity shall be determined in accordance with SDHPT Tex -227 -F on trial samples of the mixture near optimum asphalt content and conform with the requirements herein. The Contractor shall submit the Job or Plant Mix Formula for review on forms acceptable to the City for each source of supply and type of mixtures specified The bulk specific gravity will be determined for each aggregate to be used in the design mixture. The mixture shall be designed to produce a mixture within the density and stability requirements shown below All work specified in this section shall be in accordance with the applicable portions of Section 00344 "Testing Laboratory Services" and shall conform to SDHPT procedures. (2) Types The paving mixtures shall consist of a uniform mixture of coarse aggregate, fine aggregate, asphaltic material and mineral filler, if required. When properly proportioned, the mineral aggregate shall produce a gradation which will conform to the limitations for master grading given below for the type specified. The gradation will be determined in accordance with SDHPT Test Method Tex -200 -F (Dry Sieve Analysis) and shall be based on aggregate only. The amount of asphaltic material shall conform to the limitations shown for the paving type specified. 340 Rev. 09130/87 (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. The mineral filler shall be free from foreign and other injurious matter. Fines collected by a baghouse or other air cleaning or dust collecting equipment may be permitted to fulfill a mineral filler addition requirement in amounts up to 2 percent. The addition of these fines may be permitted by the Engineer in any case in an amount that can be maintained throughout production and uniform mixtures result. When these fines are permitted in the asphaltic mixture, they shall be introduced in the same manner prescribed for other mineral fillers. When tested by SOHPT Test Method Tex -200 -F (Dry Sieve Analysis), it shall meet the following grading requirements: (a) Paving Mixture Passing a No. 30 Sieve 95 -100 Passing a No. 80 Sieve, not less than 75 Passing a No. 200 Sieve, not less than 55 A4phalt for the paving mixture shall conform to Item No. 301, "Asphalts, Oils and Emulsions ", AC -10. The Contractor shall employ a Job or Plant Mix Formula which has previously been reviewed by the City for the materials peculiar to the plant selected. The source of the paving mix shall not be changed during the course of the project, without the approval of the Engineer. (b) Prime Coat or Tack Coat Percent by Weight A prime coat or tack coat of asphaltic material conforming to Item Na 306, "Prime Coat" and Na 206, "Tack Coat" will be as indicated. These materials shall meet the requirements of Item Na 301, Asphalts, Oils and Emulsions", MC-30, S&1, CSS-1, CSS-1h or AE -R. Page 2 Hot Mix Asphaltic Concrete Pavement 340 Rev. 09/30/87 Type A (Coarse Graded Base Course) Passing 2 inch sieve 100 Passing 1% inch sieve 95 to 100 Passing 1% inch sieve, retained on 1 inch sieve 16 to 42 Passing r inch sieve, retained on' inch sieve 16 to 42 Passing'( inch sieve, retained on No. 4 sieve 10 to 26 Passing No. 4 sieve, retained on No. 10 sieve 5 to 21 Total retained on No. 10 sieve 68 to 84 Passing No. 10 sieve, retained on No. 40 sieve 5 to 21 Passing No. 40 sieve, retained on No. 80 sieve 3 to 16 Passing No. 80 sieve, retained on No. 200 sieve 2 to 16 Passing No 200 sieve 1 to 8 The asphaltic material shall form from 4.7 to 7 percent of the mixture by weight. Type B (Fine Graded Base or Leveling -Up Course) Passing 1 inch sieve Passing 7/8 inch sieve Passing 7/8 inch sieve, retained on 3/8 inch sieve Passing 3/8 inch sieve, retained on No. 4 sieve Passing No. 4 sieve, retained on No. 10 sieve Total retained on No. 10 sieve Passing No. 10 sieve, retained on No. 40 sieve Passing No. 40 sieve, retained on No. 80 sieve Passing No. 80 sieve, retained on No. 200 sieve Passing No. 200 sieve The asphaltic material shall form from 3.5 to 7 percent of the mixture by weight. Type C (Coarse Graded Surface Course) Percent Aggregate by Weight Passing 7/8 inch sieve 100 Passing 5/8 inch sieve 95 to 100 Passing 5/8 inch sieve, retained on 3/8 inch sieve 15 to 40 Passing 3/8 inch sieve, retained on No. 4 sieve 10 to 35 Passing No. 4 sieve, retained on No. 10 sieve 10 to 30 Total retained on No. 10 sieve 50 to 70 Passing No. 10 sieve, retained on No. 40 sieve 5 to 25 Passing No. 40 sieve, retained on No. 80 sieve _ 5 to 25 Passing No. 80 sieve, retained on No. 200 sieve 5 to 20 Passing No. 200 sieve 2 to 10 The asphaltic material shall form from 3.5 to 7 percent of the mixture by weight. Type D (Fine Graded Surface Course) Percent Aggregate by Weight Passing 1/2 inch sieve Passing 3/8 inch sieve Passing 3/8 inch sieve, retained on No. 4 sieve Passing No. 4 sieve, retained on No. 10 sieve Total retained on No. 10 sieve Passing No. 10 sieve, retained on No. 40 sieve Passing No. 40 sieve, retained on No. 80 sieve Passing No. 80 sieve, retained on No. 200 sieve Passing No. 200 sieve Percent Aggregate by Weight Percent Aggregate by Weight 100 95 to 100 20 to 50 10 to 40 5 to 25 55 to 70 5 to 25 5 to 25 5 to 20 2 to 8 100 95 to 100 20 to 50 10 to 30 50 to 70 5 to 25 5 to 25 5 to 20 2 to 8 The asphaltic material shall form from 4.7 to 7 percent of the mixture by weight. Page 3 Hot Mix Asphaltic Concrete Pavement (3) Tolerances (5) Type F (Fine Graded Surface Course) Percent Aggregate by Weight Passing 3/8 inch sieve 100 Passing No. 4 sieve 95 to 100 Passing No. 4 sieve, retained on No. 10 sieve 58 to 73 Passing No. 10 sieve, retained on No. 40 sieve 6 to 26 Passing No. 40 sieve, retained on No. 80 sieve 3 to 13 Passing No. 80 sieve, retained on No. 200 sieve 2 to 11 Passing No. 200 sieve 2 to 8 The asphaltic material shall form from 4.7 to 7 percent of the mixture by weight. The aggregate and asphalt portions of the paving mixture produced shall not vary from the Job or Plant Mix Formula by more than the tolerances which follow, but in any case the allowed tolerance is also restricted to conform to the master grading ranges The method of test for determining the aggregate gradation and asphalt content of the mixture shall be Test Method Tex -210 -F or other methods of proven accuracy. Percent by Weight Passing Ye inch sieve, retained on 3 /9 inch sieve Plus or minus 5 Passing % inch sieve, retained on 3 /e inch sieve Plus or minus 5 Passing 3/4 inch sieve, retained on No. 4 sieve Plus or minus 5 Passing No. 4 sieve, retained on No. 10 sieve Plus or minus 5 Total retained on No. 10 sieve Plus or minus 5 Passing No. 10 sieve, retained on No. 40 sieve Plus or minus 3 Passing No. 40 sieve, retained on No. 80 sieve Plus or minus 3 Passing No. 80 sieve, retained on No. 200 sieve Plus or minus 3 Passing No. 200 sieve Plus or minus 3 Asphalt Material Plus or minus 0.3 (4) Sampling and Testing The City will perform random tests to determine if the materials and the construction procedures produce a product which meets the specifications. The primary sampling point by the testing laboratory will be at the project site at the paving machine ahead of all rollers. Other testing may be at the job site, plant or in the trucks as determined by the Engineer. The Engineer will determine the sampling schedules for random testing in accordance with SDHPT Test Method Tex - 225 -F. Gradation and stability samples will be taken at the plant or on the project site as determined by the Engineer. A minimum of 3 samples will be obtained for each project. Field density shall be determined by taking either 6 inch cores or sections of asphaltic pavement at locations selected by the Engineer of completed asphaltic pavement lifts for approximately every 2,000 square yards or part thereof. Acceptability will be based on the mean of the job values. The initial sampling and testing of in place asphalt concrete will beat no cost to the Contractor, except for the cost of material and restoration of damage by testing. Retesting expense will conform to Section 00344, "Testing Laboratory Services ". Sampling and Testing of Private Development Projects An independent testing laboratory will perform random tests to determine if the materials and the construction procedures produce a product which meets the specifications. The primary sampling point by the testing laboratory will be at the project site at the paving machine ahead of all rollers. Other testing may be at the job site, plant or in the trucks as determined by the Engineer. The Engineeer will determine the sampling schedules for random testing in accordance with SDHPT Test Method Tex - 225 - Gradation and stability samples will be taken at the plant or on the project site, as determined by the Engineer A minimum of 3 samples will be obtained for each project. Field density shall be determined by taking either 6 inch cores or sections of asphaltic pavement, at locations selected by the Engineer, of completed asphaltic pavement lifts for approximately every 2,000 square yards or part thereof. Acceptability will be based on the mean of the job values for the entire asphalt thickness. Testing for Private Development Projects shall conform to Series 1800, "Private Development" and the cost of the test• ing will be bome by the Developer. 340 Rev. 09130167 Page 4 Hot Mix Asphaltic Concrete Pavement 340.4 Equipment (1) Mixing Plants Mixing plants that will not continuously produce a uniform mixture meeting all of the requirements of this specifica- tion will not be used. (2) Asphaltic Material Heating Equipment Asphaltic material heating equipment shall be adequate to heat the amount of asphaltic material required to the desired temperature without damage to the asphalt. Direct fire heating of asphaltic materials will be permitted, pro- vided the heater used is manufactured by a reputable concem and there is positive circulation of the asphalt throughout the heater. Agitation with steam or air will not be permitted. The heating apparatus shall be equipped with a recording thermometer with a 24 hour chart that will record the temperature of the asphaltic matenal at the highest temperature. (3) (5) 340.6 Mixing (6) Stability and Density The mixture shall be designed to produce an acceptable mixture within tolerance, at or near optimum density. The mixture molded in the laboratory in accordance with SDHPT Test Method Tex - 206 -Fand the bulk specific gravity of the laboratory compacted mixture determined in accordance with SDHPT Test Method Tex -207 -F should have the following percent of maximum theoretical density as measured by SDHPT Test Method Tex -227 -F and stability conforming to SDHPT Test Method Tex -208 -F Laboratory Density Percent Stability Percent Minimum Maximum Optimum Not less than 35 or more than 55 for residential 95 97 97 streets and not less than 40 or more than 55 for all other streets and intersections Spreading and Finishing Machine The spreading and finishing machine shall be of a self - propelled type with electronic control capability and shall be capable of producing a high quality, smooth surface that will meet the requirements of the typical cross section, the surface test and not produce segregation. (4) Rollers The Contractor shall select rollers conforming to Item Nos. 230, "Rolling (Flat Wheel); 232, "Rolling (Pneumatic Tire), 234, "Rolling (Tamping)" and 236, "Rolling (Proof), which can satisfactorily compact the asphaltic mixture conforming to the lines, grades and typical sections such that the asphaltic mixture will not stick to the rollers and the rollers shall not leave rolling marks, cracks or tears in the final surface. Equipment Maintenance All equipment shall be maintained in good repair and operating condition. (6) Straightedges and Templates The Contractor shall provide two acceptable 10 foot straightedges for surface testing. Satisfactory templates shall be provided as required by the Engineer. 340.5 Stockpiling Aggregates Prior to stockpiling of aggregates, the area shall be cleaned of trash, weeds and grass and be relatively smooth. Aggregates shall be stockpiled in such a manner as to prevent mixing of one aggregate with another. Coarse aggregates for Type B and Type C shall be separated into at least two stockpiles of different gradation, such as a large coarse aggregate and a small coarse aggre- gate stockpile and such that the grading requirements of the specified type will be met when the piles are combined in the asphaltic mixture. Suitable equipment of acceptable size shall be furnished by the Contractor to load out the stockpiles such that segregation of the aggregates does not occur. (1) General (a) Asphaltic Mixture The asphaltic mixture from each type of mixer shall be a temperature between 240 F and 350 F when dis- charged from the mixer and shall be adjusted to provide the best compaction temperature for the weather conditions. The Contractor will determine the temperature, within the above limitations and the mixture when discharged from the mixer shall not vary from this selected temperature more than 25 F. 340 Rev. 09 /30/87 Page 5 Hot Mix Asphaltic Concrete Pavement (2) Batch Type Mixer In the charging of the weigh box and in the charging of the mixer from the weigh box, such methods or devices shall be used as are necessary to discharge the mixer in a mariner which will prevent segregation. (3) Dryer -Drum Mixer 340.7 Storing Mixture 340 Rev. 09(30187 The amount of aggregate and asphaltic materials entering the dryer -drum mixer and the rate of travel through the mixing unit shall be so coordinated that a uniform mixture of the specified grading and asphalt content will be produced without segregation. Temporary storing or holding of the asphaltic mixture may be used. The mixture when discharged from the plant surge storage bin shall have a moisture content not greater than 1 percent by weight and must be of equal quality to that coming out of the mixer. The moisture content shall be determined in accordance with SDHPT Test Method Tex-212-F, Part II When the mixture is stored for more than 15 hours, the material may be subject to more frequent testing. 340.8 Construction Methods It shall be the responsibility of the Contractor to produce, transport, place and compact the specified paving mixture in accor- dance with these specifications and provide a safe environment to enable inspection forces to take samples and check the plant. Prior to placing Hot Mix Asphaltic Concrete (HMAC) Pavement, the base shall be proof rolled and any soft spots repaired and the area proof rolled again. The asphaltic mixture, when placed with a motor grader for leveling, shall not be placed when air temperature is below 50 F and falling. The air temperature shall be taken in the shade away from artificial heat. Mat thickness 011 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. All asphaltic mixture, except that described above for leveling, shall be placed with a spreading and finishing machine. If, after being discharged from the mixer and prior to placing, the temperature of the asphaltic mixture is 50 F or more below the tempera- ture established, all or any part of the load may be rejected and payment will not be made for the rejected material. Any material placed which is too cool to compact properly shall be removed and replaced with material which meets the specifications. Adjacent to flush curbs, gutters, liners and structures, the surface shall be finished uniformly high so that when compacted it will be slightly above the edge of the curb and flush structure. The compacted thickness of the asphaltic concrete courses shall be as indicated. Where the thickness of the surface course is specified to be more than 2 inches, the work shall be accomplished in equal lifts, unless otherwise indicated. When the surface is to be constructed in stages and traffic is permitted on the initial layer, each layer shall be not less than 1 inch. The final lift of HMAC shall not be placed adjacent to an existing cured rounded edge asphalt surface until the existing surface has been prepared. (1) Prime Coat If a prime coat is indicated, it shall be applied conforming to Item No. 306, "Prime Coat ", except the application temperature shall be as provided above. The asphaltic concrete shall riot be applied on a previously pnmed flexible base until the primed base has cured to the satisfaction of the Engineer. (2) Tack Coat If a tack coat is indicated, it shall be applied conforming to Item No. 307, "Tack Coat ". Before the asphaltic mixture is placed, the surface upon which the tack coat is to be placed shall be cleaned thoroughly to the satisfaction of the Engineer. The surface shall be given a uniform application of tack coat using asphaltic materials of this specification. This tack coat shall be applied, as directed by the Engineer. Where the mixture will adhere to the surface of which it is to be placed without the use of a tack coat, the tack coat may be eliminated by the Engineer. All contact surfaces of curbs and structures and all joints shall be painted with a thin uniform coat of the asphaltic material meeting the requirements for tack coat. The tack coat shall be rolled with a light pneumatic tire roller when directed by the Engineer. (3) Compacting The mix shall be thoroughly compressed and uniformly compacted immediately after placing to the required density All vibratory and flat wheel compaction rolling shall be complete before the mat cools below 175 F. Pneumatic tire rolling may be undertaken on the mat below 175 F. All rollers must be in good mechanical condition. Necessary precautions shall be taken to prevent the dropping of gasoline, oil, grease or other foreign matter on the pavement, either when the rollers are in operation or when standing. Page 6 Hot Mix Asphaltic Concrete Pavement (4) Surface Tests The surface of the pavement, after compaction, shall be smooth and true to the established line, grade and cross section, and when tested with a 10 foot straightedge placed parallel to the centerline of the roadway or tested by other equivalent and acceptable means, except as provided herein, the maximum deviation shall not exceed Ye inch in 10 feet and any point in the surface not meeting this requirement shall be corrected. The completed surface shall meet the approval of the Engineer for riding surface, finish and appearance. (5) It is the intent of this specification that the material be placed and compacted to a minimum of 92.5 percent of the maximum theoretical density as determined by SDHPT Tex - 227 -F. The Engineer will secure 6 inch core samples or sections of completed asphaltic pavement lifts for approximately every 2,000 square yards or part thereof, of asphaltic concrete pavement placed. The in place density at the sampled locations shall be determined by the fol- lowing equation: Percent in place Density = GA x 100 T Where GA = Bulk specific gravity of core when tested in accordance with Tex -207 -F GT = Maximum theoretical specific gravity of combined cores when tested in accordance with Tex -277 -F The Contractor shall patch the surface where specimens are taken with no extra payment being made for this work. The Engineer will remove the asphaltic concrete pavement specimen on the day following placement or as soon as practicable thereafter. Other methods of determining in place density which correlate satisfactorily with those results obtained by cores or sections may be used. The initial sampling and testing of in place asphalt concrete will be at no cost to the Contractor, except for the cost of material and restoration of damage by testing. Retesting expense will conform to Section 00344, "Testing Labora- tory Services ". Opening to Traffic The pavement shall be opened to traffic as soon as possible after temporary pavement markings or permanent pavement markings are in place as indicated and the Engineer concurs to the opening. The Contractor's attention Is directed to the fact that all construction traffic allowed on pavement open to the public will be subject to the City Ordinances and State Laws goveming traffic on streets and highways. Surface raveling, cracking, segregation and other defects shall be corrected at the Contractor's expense as directed by the Engineer. Traffic control expense for undertaking the repairs will be at the Contractor's expense. 340.9 Acceptance Plan (1) General The surface testing shall be completed prior to the use of pay adjustment factors for acceptance of gradation, as- phalt content, stability, in place density and pavement thickness. The pay adjustments will be based upon the results of tests performed on samples taken in a random mariner. Pay adjustment for private development work shall con- form to Item No. 1804, "General Obligations and Responsibility of the Owner ". (a) Sampling The Engineer will determine the sampling schedules for random testing in accordance with SDHPT Test Method Tex - 225 -F. Samples will be taken at the plant or on the project site, as determined by the Engineer. The Engineer may require that either cores or sections of asphaltic pavement be taken at locations selected by the Engineer. (b) Testing Determination of acceptability will be based on the mean of the job tests performed. However, truck loads of the asphaltic mixture that are visually inspected by the Engineer and can reasonably be expected not to meet specification requirements, such as a mixture containing segregated material, low mixture temperature, a deficiency or excess of asphalt, or otherwise unsuitable for placing on the roadway shall not be used. Any mixtures containing segregated areas, deficiency or excess of asphalt or otherwise unsuitable that is placed on the roadway shall be removed and replaced with satisfactory material at the Contractors expense. Acceptability will be based on the mean of the job values from the City tests of the project materials. (2) Gradation and Asphalt Content The acceptability of mixture gradation and asphalt content will be based on the mean of a minimum of 3 tests. 340 Rev. 09/30/87 Page 7 Hot Mix Asphaltic Concrete Pavement i If the mean value of acceptance tests of the project, for a particular sieve or sieves or for asphalt content deviates ' from the project design by more than the tolerances shown and the Engineer determines that the material need not be removed and replaced, the project may be accepted at a reduced Contract Unit Price as follows: GRADATION ACCEPTANCE SCHEDULE ' SPECIFIED DEVIATION OF THE PERCENT CONTRACT UNIT SEIVE SIZE MEAN FROM THE DESIGN PRICE REDUCTION Passing Ih inch 0 — 5.0 0 , 5.1 + 5 Passing 3 inch, 3 inch 0 — 5.0 0 to #4, 5.1 — 7.0 2 ' #4 to 810, Total retained on #10 7.1 + 4 #10 to #40, #40 to #80, 0 — 5.0 0 #80 to #200 5.1 + 5 , Passing #200 0 — 5.0 0 5.1 + 5 ASPHALT CONTENT ACCEPTANCE SCHEDULE ' PERCENT DEVIATION PERCENT CONTRACT UNIT FROM INTENDED PRICE REDUCTION ASPHALT CONTENT , 0 -04 0 0.41 — 0.5 10 0.51 — 0.6 20 ' over 0.6 100 and the Engineer may require a seal coat or removal and replacement at Contractor's expense. (3) Stability , The acceptability of stability will be based on the mean of a minimum of 3 tests. (a) Residential Streets 1 The Contractor shall produce a consistent mixture. If the project Is to receive a pay factor of 1.00. the mean value of the stabilities shall not be less than 35 nor greater than 55, when tested in accordance with SDHPT Test ' Method Tex - 208 -F. If the mean value falls outside this range a reduction will be made in accordance with the following table: HVEEM STABILITY ACCEPTANCE SCHEDULE ' PERCENT CONTRACT UNIT STABILITY VALUE PRICE REDUCTION above 60 20 t 32 -35 or 55 -60 10 35 -55 0 An asphalt mixture in place that has a stability below 32 will not be paid for by the City and will be removed and ' replaced at the Contractor's expense. The project may be accepted at no cost to the City if such request is made by the Contractor and approved by the Engineer. The replacement of the project will be subject to the same acceptance plan as the original material. (b) All Other Streets and Intersections 1 The Contractor shall produce a consistent mixture. If the project is to receive a pay factor of 1.00. the mean value of the considered stabilities shall not be less than 40 nor greater than 55. when tested in accordance with ' Test Method Tex - 208 -F. If the mean value falls outside this range a reduction will be made in accordance with the following table: 1 340 Rev. 09/30187 Page 8 Hot Mix Asphaltic Concrete Pavement (4) In Place Density HVEEM STABILITY ACCEPTANCE SCHEDULE PERCENT CONTRACT UNIT STABILITY VALUE PRICE REDUCTION above 60 20 37 -40 or 55 -60 10 40 -55 0 An asphalt mixture in place that has a stability below 37 will not be paid for by the City and will be removed and replaced at the Contractor's expense. The project may be accepted at no cost to the City if such request is made by the Contractor and approved by the Engineer. The replacement of the project will be subject to the same acceptance plan as original material. The acceptabiity of in place density will be based on the mean of a minimum of 3 tests. The density of the mixture as determined in accordance with SDHPT Test Method Tex -207 -F and SDHPT Test Method Tex -227 -F will be used to determine compliance and will be measured and averaged. If the mean value of the density tests on work, with a total asphaltic concrete thickness of 1 inch or more, is greater or less than 95 and the Engineer determines that the material need not be removed and replaced, the project may be accepted at a reduced unit price as follows: PERCENT OF DEVIATION FROM 95 IN PLACE DENSITY ACCEPTANCE SCHEDULE (5) Segregation Materials placed in which segregation is present shall be removed and replaced. (6) Straightedge and Template PERCENT CONTRACT UNIT PRICE REDUCTION 0 -2.5 0 2.5 -3.0 5 More than 3.1 100 and the Engineer may require re- moval and replacement at Contrac- tor's expense. The Contractor shall produce a final pavement surface which meets the straightedge and template requirements. If techniques produce a pavement which doesn't meet the straightedge and template requirements, the surface will be overlaid with a 11/2 inch layer of HMAC unless the surface can be corrected by milling which will not reduce the thickness of the HMAC below the minimums indicated. No additional compensation will be made for any corrective work required of the Contractor. (7) Thickness The Contractor shall produce a pavement with the minimum thickness indicated. Sample thickness greater than plan requirements shall be factored in calculation at plan required thickness. Should the mean of the core tests Indicate a variance in thickness less than the plan requirements on all paving, except overlay projects, the Project shall be accepted at a reduced contract unit price as follows: VARIANCE PERCENT CONTRACT UNIT PERCENT OF THICKNESS PRICE TO BE PAID 0 - 10 100 10.1 -16 80 16.1 -25 60 25.1 -33 55 over 33 overlay 1 inch min as directed by Engineer If the thickness of the total asphaltic concrete proves to be less than required, the Contractor may replace or overlay the deficient areas as agreed by the Engineer. Overlays will be a thickness not less than 1 inches. Overlays will require the milling of asphalt adjacent to concrete curb and gutters to maintain the transverse profile 340 Rev. 09130187 Page 9 Hot Mix Asphaltic Concrete Pavement 340.10 Measurement Method A Method B Asphaltic concrete pavement will be measured by the ton (2,000 pounds) of asphaltic concrete pavement of the type actu- ally used in the completed and accepted work in accordance with the plans and specifications for the project. When the dryer - drum process is used, measurement of the tonnage used shall be made on truck scales. Asphaltic concrete pavement will be measured by the square yard of the specified total thickness of the type actually used in the completed and accepted work in accordance with the plans and specifications. Multiple lifts will be considered as one for square yard measurement purposes. 340.11 Payment The work performed and materials furnished as prescribed by this item and measured as provided under "Measurement" will be paid for at the unit prices bid or the pay adjusted unit price for "Asphaltic Concrete Pavement ", of the types and lifts specified, which prices shall be full compensation for furnishing all materials, freight involved: for all heating, mixing, hauling, cleaning the existing base course or pavement, saw cutting, placing asphaltic concrete mixture, rolling and finishing, for all manipulations, labor, tools, equipment, temporary pavement markings and incidentals necessary to complete the work Correcting defective work and the subsequent retesting shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement" . The prime coat, when required, will not be measured or paid for directly but shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement ", unless included as a separate pay item in the contract. The tack coat, when required, will not be measured or paid for directly but shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement ", unless included as a separate pay item in the contract. All templates, straightedges, scales and other weighing and measuring devices necessary for the proper construction, measur- ing and checking of the work shall be fumished, operated and maintained by the Contractor at his expense. All saw cutting as shown on the plans or as directed by the Engineer will not be measured or paid for directly, but shall be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement ". Payment for work meeting the specifications will be made under one of the following: End Pay Item No. 340 - A: Hot Mix Asphaltic Concrete Pavement, Type Pay Item No. 340 - AL: Hot Mix Asphaltic Concrete Pavement, Type Pay Item No. 340 -AM: Hot Mix Asphaltic Concrete Pavement, Type Pay Item No. 340 -B: Hot Mix Asphaltic Concrete Pavement, Ref: 206, 230, 232, 234, 236, 301, 306, 307, 864, 1804 340 Rev. 09/30/87 — Per Ton. Level -up Course — Per Ton. Make -up Course — Per Ton. In Type — Per Square Yard. Page 10 Hot Mix Asphaltic Concrete Pavement Item No. 401 Structural Excavation and Backfill 401.1 Description This item shall consist of the excavation for the placing of structures, except pipe sewers, for the disposal of such excavated material and for the backfilling around completed structures to the level of the original ground or grade indicated. The work shall include all necessary pumping or bailing, sheathing, drainage and the construction and removal of any required cofferdams. Unless otherwise indicated, the work included hereunder shall provide for the removal of old structures or portions thereof (abut- ments, buildings, foundations, wingwalls, piers, etc.), trees and all other obstructions necessary to the proposed construction. Where excavation is not classified, it will be grouped under "Unclassified Structural Excavation ", which shall include the removal of all materials encountered regardless of their nature or the manner in which they are removed. Where excavation is classified, it shall be classed as "Common Structural Excavation" or "Rock Structural Excavation" in accor- dance with the following cntena: "Common Structural Excavation" shall include the removal of all materials other than rock. "Rock Structural Excavation" shall include the removal of firm and compact materials that cannot be excavated with power equipment, without first being loosened or broken by blasting, sledging or drilling. 401.2 Materials (1) Sand (a) Fine aggregate sand shall be Grade 1 conforming to Item No. 302, "Aggregates for Surface Treatments ". (b) Native Sand shall be local material obtained from approved sources and subject to the approval of the Engineer. (2) Flexible Base Flexible base shall conform to Item No. 210, "Flexible Base ". (3) Lime Stabilized Base Lime stabilized base shall conform to Item No. 202, "Hydrated Lime and Lime Slurry" and Item No. 203, "Lime Treatment for Materials in Place ". (4) Concrete Base Concrete base shall conform to Class J Concrete, Item No. 403, "Concrete for Structures ". (5) Granular Material (a) Coarse aggregate shall conform to Item No. 403, "Concrete for Structures ". (b) Foundation Rock Foundation rock shall be well graded, hard, durable coarse aggregate ranging in size from 2 to 6 inches. (c) Pea Gravel Pea gravel shall consist of hard, durable, opaque gravel, free of clay, loam, sand or other foreign substances, ranging in size from Y inch to % inch conforming to ASTM C 33. (6) Cement Stabilized Rockfill Cement Stabilized base shall conform to Class J Concrete, Item No. 403, "Concrete for Structures" 401.3 Construction Methods (1) Excavation shall be done in accordance with the lines and depths indicated or as established by the Engineer. Un- less otherwise indicated or permitted by the Engineer no excavation shall be made outside a vertical plane 3 feet from the footing lines and parallel thereto. (2) Excavation shall conform to elevations indicated or raised or lowered by written order of the Engineer, when such alterations are judged proper. When deemed necessary to increase or decrease the plan depth of footings, the al- 401 Rev. 09130167 Page 1 Structural Excavation and Backfill lerations in the details of the structure shall be as directed by the Engineer. The Engineer shall have the right to substitute revised details resulting from consideration of changes in the design conditions. When a structure is to rest on an excavated surface other than rock, special care shall be taken not to disturb the bottom of the excavation and the final excavation to grade shall not be performed until lust before the footing is placed. Equipment selected and used by the Contractor for excavation which disturbs what was otherwise stable subgrade material, as shown by laboratory tests, will not be used as a justification for payment for excavating to extra depth or for payment for stabilizing materials which may be ordered by the Engineer. (4) Excavated material required to be used for backfill may be deposited by the Contractor in storage piles as indicated or at points convenient for its rehandling during the backfilling operations, subject to the approval of the Engineer, who may require that the survey center line of the structure and the transverse or hub line of any unit of the structure be kept free of any obstruction. The Contractor shall adjust any stockpiles, to facilitate surveying and the work of other Contractors working in the immediate proximity, as directed by the Engineer. Excavated material required to be wasted shall be disposed of as directed by the Engineer, in a manner which will not obstruct the stream or otherwise impair the efficiency or appearance of the structure or other part of the work. (6) For all single and multiple box culverts, pipe culverts, pipe arch culverts and box sewers of all types, where the soil encountered at established footing grade is a quicksand, muck or similar unstable material, the following procedure shall be used unless other methods are indicated: (3) (5) ( (8) 401.4 Cofferdams The term cofferdams, whenever used in this specification, designates any temporary or removable structure constructed to hold the surrounding earth, water or both, out of the excavation, whether the structure is formed of earth, timber, steel, concrete or a combination of these. It includes earthen dikes, timber cribs, any type of sheet piling, removable steel shells and the like and all necessary bracing and it shall be understood also to include the use of pumping wells or well points for the same purpose. The cost of cofferdams, when required, shall be included as a part of the bid price for excavation. It is the intent of this specification to require that a suitable cofferdam which will provide a safe work area be provided for all excavation when necessary in order to control water so that the foundation may be placed in a dry condition, as to preclude sliding and caving of the walls of the excavation. Where no ground or surface water is encountered, the cofferdam need be sufficient only to protect the workmen and to avoid cave -ins or slides beyond the excavation limits. The type, strength and clearance of cofferdams, insofar as such details affect the character of the finished work and the safety of Laborers and inspectors working therein, will be subject to review by the Engineer, but the Engineer's review shall in no way relieve the Contractor of responsibility for the adequacy and safety of the cofferdam design. Other details or design will be left to the choice of the Contractor, who will be responsible for the successful completion of the work. Approval of the drawings by the Engineer will not relieve the Contractor of responsibility in any manner. The interior dimensions of cofferdams shall provide suffi- 401 Rev. 09130/87 The depth to which unstable material is removed will be determined by the Engineer. It will not exceed 2 feet below the footing of culverts that are 2 feet or more in height and will not exceed the height of culverts for those less than 2 feet high. Excavation shall be carned at least 1 foot honzontally beyond the limits of the structure on all sides. All unstable soil removed shall be replaced with suitable stable material, in uniform layers of suitable depth for compaction as directed by the Engineer. Each layer shall be wetted, 1 necessary and compacted by rolling or tamping as required to provide a stable foundation for the structure. Soil which has sufficient stability to properly sustain the adjacent sections of the roadway embankment will be considered a suitable foundation material. When, in the opinion of the Engineer, it is not feasible to construct a stable footing as outlined above, the Contractor shall construct it by the use of special materials, such as flexible base, cement stabilized base, cement stabilized back or other matenal, as directed by the Engineer. This work will be paid for as provided below. Special materials used or additional excavation made for the Contractor's cdnvenience to expedite the work will not be paid for directly, but shall be subsidiary to the various classes of structural excavation. In addition, if the Contractor's construction methods and equipment creates conditions necessitating usage of special mate- rials or additional excavation, the work and materials will not be paid for directly, but shall be subsidiary to the various classes of structural excavation. When the material encountered at footing grade of a culvert is found to be partially rock or incompressible material and partially a compressible soil which is satisfactory for the foundation, the incompressible material shall be re- moved for a depth of 6 inches below the footing grade and backfilled with a compressible material similar to that used for the rest of the structure. When the material encountered at footing grade of a bridge bent or pier is found to be partially of rock or in- compressible material and partially of a compressible material, the foundation shall not be placed until the Engineer has inspected the footing and authorized such changes found necessary to provide an adequate foundation. Page 2 Structural Excavation and Backfill cient clearance for the construction and removal of any required forms and the inspection of their exteriors and to permit pumping outside of the forms. • Unless otherwise indicated, cofferdams shall be removed by the Contractor after the completion of the substructure without disturbing or marring the structure. 401.5 Pumping or Bailing The manner of pumping or bailing from the interior of any foundation enclosure shall preclude the possibility of the movement of water through or alongside any concrete being placed. No pumping or bailing will be permitted during the placing of concrete or for a period of at least 24 hours thereafter, unless from a suitable sump separated from the concrete work by a water -tight wall. 401.6 Backfilling (1) General As soon as practicable, all portions of excavation not occupied by the permanent structure shall be backfilled. Back - fill material shall be free from large or frozen lumps, wood or other extraneous material. That portion of backfill which will not support any portion of completed roadbed or embankment shall be placed in layers not more than 10 inches in depth (loose measurement) and shall be compacted to a minimum of 95 percent of maximum density as determined by SDHPT Test Method Tex -114 -E and then re- excavated to the proper grade and dimensions. If the excavation has been made through a hard material resistant to erosion, the backfill around piers and in front of abutments and wings may be ordered by the Engineer to be of stone or lean concrete. Unless otherwise indicated, such backfill shall be paid for as extra work. That portion of the backfill which will support any portion of the roadbed or embankment shall be placed in uniform layers not more than 10 inches In depth (loose measurement) and shall be compacted to a minimum of 95 percent of maximum density as determined by SDHPT Test Method Tex -114 -E and then re- excavated to the proper grade and wetted uniformly to the moisture content required to obtain the specified density and shall be compacted to that density by means of mechanical tampers or rammers, except that the use of rolling equipment of the type generally used in compaction embankments will be permitted on portions which are accessible to such equipment. All portions of embankment too close to any portion of a structure to permit compaction by the use of the blading and rolling equipment used on adjoining sections of embankment, shall be placed and compacted in the same manner as specified above for backfill material. These provisions require the mechanical compaction by means of either rolling equipment or mechanical tampers or rammers, of all backfill and embankment adjoining the barrels and wingwalls or culverts and adjoining all sides of bridge abutments and retaining walls, regardless of whether or not such em- bankments or backfill Is above or below the original surface of the ground and regardless of whether the excavation at structure site was performed conforming to Item Na 111, "Excavation; this item, "Structural Excavation; Item No. 110, "Street Excavation" or Item No. 120, "Channel Excavation" Unless otherwise indicated, hand tamping will not be ac- cepted as an altemate for mechanical compaction. As a general rule, material used In filling or backfilling the por- tions described In this paragraph shall be an earth, free of any appreciable amount of gravel or stone particles larger than 4 inches in greater dimension and of a gradation that permits thorough compaction. When, in the opinion of the Engineer, such material is not readily available, the use of rock or gravel mixed with earth will be permitted, provided that no particles larger than 12 inches or smaller than 6 inches may be used. The percentage of fines shall be suffi- cient to fill voids and insure a uniform and thoroughly compacted mass of proper density. When required by the plans or by written order of the Engineer, cement stabilized material shall be used for backfilling. All portions of fill and backfill descnbed in the preceding paragraph shall be compacted to the same density require- ments specified for the adjoining sections of embankment in accordance with the governing specifications therefor. 401 Rev. 09130/87 Where no embankment is involved on the project and no specifications therefore are included in the contract, all backfill shall be compacted to a density comparable with the adjacent undisturbed material. No backfill shall be placed against any abutment or retaining wall until such structure has been in place at least 7 days. No backfill shall be placed adjacent to or over single and multiple boxes until the top slab has attained 500 psi flexural strength. Backfill placed around abutments and piers shall be deposited on both sides to approximately the same elevation at the same time. Care shall be taken to prevent any wedging action of backfill against the structure and the slopes bounding the excavation shall be stepped or serrated to prevent such action. (2) Pipe Culverts The following requirements shall apply to the backfilling of pipe culverts in addition to the pertinent portions of the general requirements given in the preceding section. Page 3 Structural Excavation and Backfill (3) Cement Stabilized Backfill 401.7 Measurement (3) (5) 401 Rev. 09/30/87 Selected materials from excavation, borrow or other approved material shall be wetted, if required and placed along both sides of the pipe equally, in uniform layers not exceeding 6 inches in depth (loose measurement) and thor- oughly compacted so that there shall be a berm of thoroughly compacted material on each side of the pipe. The method and degree of compaction shall be the same as specified above for portions of backfill within the limits of embankment or roadbed. • Filling and /or backfilling shall be continued in this manner to the elevation of the top of the pipe. Special care shall be taken to secure thorough compaction of the matenal placed under the haunches of the pipe. All fill or backfill below the top of pipe shall be compacted mechanically in the manner and to the density prescribed above, regardless of whether or not such material is placed within the limits of the embankment or roadbed. In the case of pipe placed in trenches, that portion of the backfill above the top of the pipe which supports embankment or the roadbed shall receive mechanical compaction as specified above and the portion which will not support any portion of embank- ment or roadbed shall be placed in layers not more than 10 inches in depth (loose measurement) and shall be com- pacted by whatever means the Contractor chooses, to a density comparable with the adjacent, undisturbed material. Embankments above the top of pipe shall be placed conforming to Item Na 132, "Embankments". During construction adequate cover must be provided to protect the structure from damage. Whenever excavation is made for installing pipe culverts or box sewers across private property or beyond the limits of the embankment, the top soil removed in excavating the trench shall be kept separate and replaced as nearly as feasible in its original position and the entire area involved in the construction operations shall be restored to a pre- sentable condition. When indicated, trenches shall be backfilled to the elevations shown with Cement Stabilized Backfill. Cement Stabilized Backfill below the spring line of pipe culverts shall be sufficiently plastic to completely fill all voids in the trench. The pipe shall be held in alignment by jacks or other suitable means to prevent the mortared joints from cracking due to displacement caused by placing the backfill material. Cement Stabilized Backfill above the spnng line of pipe culverts may be dry enough to be transported without special mixing equipment. On structures other than pipe culverts, special mixing equipment will not be required to transport the cement stabi- lized backfill unless otherwise indicated. Hand - operated mechanical tampers may be used with approval of the Engineer for compacting this backfill. Unless otherwise Indicated, structural excavation for pipe headwalls, inlets, manholes, culvert widening (extensions), bridge abutments and side road and pnvate entrance pipe culverts will not be measured but shall be considered subsidiary to the various bid items. Determination of quantities for structural excavation shall be made by the method of average end -areas using the following limits to establish templates for measurement. (1) For all structures requinng measurement, except the barrels of pipe culverts, no material outside of vertical planes 1 foot beyond the edges of the footings and parallel thereto will be included. (2) For the barrels of pipe culverts of 42 inches or less nominal or equivalent diameter, no material outside of vertical planes 1 foot beyond the horizontal projection of the outside surfaces of the pipe and parallel thereto will be included. For the barrels of pipe culverts more than 42 inches in nominal or equivalent diameter, no material outside of vertical planes located 2 feet beyond the horizontal projection of the outside surfaces of the pipe and parallel thereto will be included. If a cofferdam, as herein defined, is used, the limitations indicated above shall apply just as if no cofferdams were used. (4) Where excavation in addition to that allowed for the footings is required for other portions of the structure, such as for the cap, cross strut or tie beam of a pier or bent or for the superstructure, measurements for such additional excava- tion will be limited laterally by vertical planes 1 foot beyond the face of the member and parallel thereto and vertically to a depth of 1 foot below the bottom of such member. Except as allowed by the above conditions, no account will be taken of any excavation necessary for placing forms or falsework. (6) Except at side road culverts, all street excavation called for on the contract plans at all structure sites shall be as- sumed to be completed before starting the structural excavation and the measurement of structural excavation will include only material below or outside the limits of the completed street excavation. Excavation for side road and private entrance pipe culverts will not be measured for payment but shall be subsidiary to the Item. Page 4 Structural Excavation and Backfill (7) On all structures of bridge classification where the contract plans call for channel excavation at the structure site, it shall be assumed to have been completed before starting the structural excavation and the measurement of struc- tural excavation will include only material below or outside the limits of the completed channel section. The method of measurement for payment will he in accordance with this procedure regardless of the actual construction methods followed u (8) 401.8 Payment Where excavation diagrams are indicated, they shall take precedence over these provisions (9) Measui ement will not include materials removed oelow footing grades to compensate for anticipated swellage due to pile driving and it will not include material required to be removed due to swellage beyond the specified limits during pile driving operations, (10) Measurement will not include additional yardage caused by slips, slides, cave -ins, sittings or fillings due to the action of the elements or the carelessness of the Contractor. Water will not be classed as excavated material (11) Where rock, other incompressible or unstable material is undercut to provide suitable foundation for pipe or box culverts, such material below grade, ordered by the Engineer to be removed, will be measured for payment. (12) Except for any required undercut, quantities for "Structural Excavation ", as indicated, shall be considered as final quantities and no further measurement will be required. unless the alignment. grades or structure locations are re- vised by the Engineer dunng construction. Final determination of quantities for individual structures will be made. it in the opinion of the Engineer or upon evidence furnished by the Contractor, substantial variations exist between quantities Indicated and actual quantities due to changes in cross sections or apparent errors. Excavation quantities for foundations indicated where cofferdams are required shall be considered as final quantities and no further mea- surement will be made. (13) For any footing, foundation or other structure unit within the scope of this specification, additional measurement will be made of the volume of excavation involved in the lowering or raising of the elevation of a footing, foundation or structure unit, when such grade change is authorized by the Engineer Measurement will be made by the addition to or the deduction from, the original quantities for the volume of excavation involved in the authorized grade change (14) Cement staoilized backfill shall be measured by the backfill diagram as indicated. The quantity of Cement Stabi- lized Elacktill" as indicated shall be considered as final quantities and no further measurement will be required, un- less alignment or grade elevations as indicated are revised by the Engineer. If such revisions result in an increase or decrease in this quantity, the final quantity will be revised by the amount represented by the changes in alignment or grade elevations. Payment for all work prescribed under this Item and measured as provided above will be made at the unit price bid per cubic yard for the particular class of excavation specified on the plans in the amount shown on the plans and in the proposal Payment for revised quantities will be made as specified above and for the removal of unstable and incompressible material as noted below. Payment for removal and replacement of unstable or incompressible matenal below the footing grades of culverts and box sewers as indicated above will be made as follows: - When indicated or the Engineer directs the use of special materials such as flexible base, cement stabilized base, cement stabilized backfitl or other special material, payment for excavation below the footing grades shall be made at the unit price bid for "Unclassified Structural Excavation" "Common Structural Excavation" or "Rock Structural Excavation ", as the case may be Payment for furnishing, hauling, placing and compacting the flexible base. cement stabilized base, cement stabilized backfill or other special material will be made at the unit price bid for these items in the bid or in accordance with pertinent provisions for extra work Where special materials are not required of specified, the removal and replacement of the unstable material will be per- formed as described above. Payment therefore will be made at a price equal to 200 percent of the unit price bid per cubic yard for "Unclassified Structural Excavation ", "Common Structural Excavation" or "Rock Structural Excavation ", as the case may be, which price shall be full compensation for removing the unstable or incompressible material, furnishing, hauling, placing and compacting suitable material required to replace it and for all labor, equipment, tools and incidentals necessary to complete the work. Payment for "Concrete Base" and "Cement Stabilized Backfill" measured as prescribed above shall be made at the unit price bid per cubic yard of "Cement Stabilized Backfill ". Such payment shall be full compensation for furnishing all materials, tools, labor, equipment, sheathing and incidentals required to perform the applicable work prescribed herein. Should the Engineer Judge it necessary to lower the structure footings to an elevation below the grade indicated, payment for the "Unclassified Structural Excavation ", "Common Structural Excavation" or "Rock Structural Excavation" as the case may be, required below plan grade down to and including an elevation 5 feel below plan grade for any individual footing will be made at a unit price equal to 115 percent of the contract unit bid price. Payment for the excavation from an elevation over 5 feet below plan grade down to and including an elevation 10 feet below plan grade will be made at a unit price equal to 125 percent of the 401 Rev. 09/30/87 Page 5 Structural Excavation and Backfill contract unit bid price for "Unclassified Structural Excavation ", "Common Structural Excavation" or "Rock Structural Excavation" as the case may be. No increase in unit price will be allowed for other bid items of the contract and no additional compensation will be allowed for any required cofferdam adjustments made necessary by such lowering of footings. These provisions shall not apoly to the lowering of culverts, except when the flow line grade is lowered 1 foot or more below plan grade In cases where the extra depths required for any footing or footings exceeds 10 feet, a supplemental agreement shall be made covering the quantities removed from depths in excess of 10 feet below plan grade. No direct payment will be made for tilting or backfilling around structures. Payment for the backfilling and compacting of areas which were removed as structural excavation shall be included in the unit pnces bid for the various classes of structural excavation Al the end 01 each estimate period. the Engineer shall determine the completed portion of the total work under Item No 401 'Structural Excavation and Backfill" and payment shall be made accordingly Filling or backfilling of areas above the natural ground level or above the limits of street excavation or channel excavation sections shall be considered as Item Na 132, "Embankment" and payment therefore shall be included in the unit prices bid for the various classes of Item No. 110, "Street Excavation, Item No. 120, "Channel Excavation" or Item No. 130, "Borrow" Where no channel excavation is provided for at culvert sites and where It is necessary to excavate beyond the limits of structural excavation, as herein descnbed in order that the culvert may function properly, such excavation shall be included with structural excavation or shall be subsidiary to structural excavation and backtlll as may be indicated Payment for all work prescribed under this Item shall be lull compensation for all excavation and backtlll including compaction, all soundings, constructing all cofferdams, all dewatering and for furnishing all materials, labor, equipment, tools, sheathing, brac- ing, cofferdams, pumps. drills, explosives and incidentals necessary to complete the work, except for specific allowances stated above. Payment will be made under one of the following Pay Item No. 401 -A: Unclassified Structural Excavation — Per Cubic Yard -Plan Quantity. Pay Item No. 401 -B: Common Structural Excavation — Per Cubic Yard. Pay Item No. 401-C: Rock Structural Excavation — Per Cubic Yard. Pay Item No. 401 -D: Concrete Base — Per Cubic Yard. Pay Item No. 401 -E: Cement Stabilized Backlit' — Per Cubic Yard. This item shall be considered subsidiary to the contract, and no separate payment shall be made. End. Ref' 110, 111, 120, 130, 132, 202, 203, 210, 302, 310, 403 401 Rev. 09130187 Page 6 Structural Excavation and Backfill 1 1 C ' 1 1 1 1 1 1 l 1 1 1 1 1 1 1 1 1 1 403.1 Description This item shall consist of the quality of concrete matenals, storing and handling of these materials and for the proportioning and mixing of concrete for buildings, bridges, culverts, slabs, prestressed concrete and incidental concrete construction. The concrete shall be composed of Portland Cement, aggregates (fine and coarse), admixtures if desired or required and water, proportioned and mixed as hereinafter provided. Accelerating admixtures will not be permitted without the express approval of the Engineer /Architect. 403.2 Materials (1) Cement (2) Mixing Water Water for use in concrete and for curing shall be potable water free from oils, acids, organic matter or other deleteri- ous 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 SO.. (3) 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. Either Type I or II cement shall be used unless Type II is indicated. Except when Type II is indicated, Type III cement may be used when the anticipated air temperature for the succeeding 12 hours will not exceed 60 F. Type III cement may be used in all precast prestressed concrete except in piling when Type 11 cement is required for substructure concrete. All cement used in a monolithic placement shall be of the same type. The Contractor may request approval of water from other sources. The Contractor shall arrange for samples to be taken from the source and tested at his expense. Tests shall be made conforming to AASHTO Method T 26, "Stan- dard Method of Test for Quality of Water to be used in Concrete" except where such methods are in conflict with provisions of this specification. Coarse Aggregate Coarse aggregate shall consist of durable particles of gravel, crushed blast furnace slag, crushed stone or combina- tions thereof; free from frozen material or injurious amounts of salt, alkali, vegetable matter or other objectionable material either free or as an adherent coating and its quality shall be reasonably uniform throughout. 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 conforming to SDHPT Test Method Tex - 413 -A. It shall have a wear of not more than 40 percent when tested conforming to SDHPT Test Method Tex - 410 -A. Unless otherwise indicated, coarse aggregate may be subjected to 5 cycles of the soundness test conforming to SDHPT Test Method Tex - 411 -A. The loss shall not be greater than 12 percent when sodium sulfate is used or 18 percent when magnesium sulfate is used. Permissible sizes and gradation of aggregate shall be govemed by Tables 1, 2 and 4. Except when exposed aggre- gate surfaces are required, coarse aggregate gradation will be as indicated. When tested by approved methods, the coarse aggregate, including combinations of aggregates when used, shall conform to the grading requirements shown in Table 1. 403 Rev. 09/30/87 Page 1 Concrete for Structures Table 1 Coarse Aggregate Gradation Chart Percent Retained on Each Sieve Aggregate Nominal Grade Na Size 21/2 2" 11/2" 1" /." h" 3 /e" No.4 Na 8 1 21/2 0 0-20 15-40 60-80 95 -100 2 (467)' 1+ 0 0-5 30-65 70-90 95 -100 3 1 0 0-5 10-40 40-75 95 -100 4 (57)" 1 0 0-5 40-75 90- 100 95 -100 5 (67)" 3 4 0 0-10 45-80 90- 100 95 -100 6 (7)" 1 0-10 30-60 85 -100 7 3 /2 0 5-30 75-100 8 Na 4 0-5 35-60 90 -100 • Numbers in parenthesis indicate that these gradations conform to ASTM C 33. Aggregate Grade No. 403 Rev. 09130/87 The aggregate shall be washed. The Loss by Decantation (SDHPT Test Method Tex - 406 -A), plus the allowable weight of clay lumps, shall not exceed 1 percent or the value indicated, whichever is smaller. In the case of aggre- gates made primarily from the 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 SDHPT Test Method Tex - 406 -A, the percent may be increased to 1.5. (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 the color test for organic Impurities SDHPT Test Method Tex - 408 -A, n shall not show a color darker than standard. The fine aggregate shall produce a mortar having a tensile strength equal to or greater than that of Ottawa sand mortar when tested conforming to SDHPT Test Method Tex - 317 -D. Unless otherwise indicated, the acid insoluble residue of fine aggregate used in slab concrete subject to direct traffic shall not be less than 28 percent by weight when tested conforming to SDHPT Test Method Tex - 612 - When tested by approved methods, the fine aggregate or combinations of aggregates Including mineral filler shall conform to the grading requirements shown in Table 2. Table 2 Fine Aggregate Gradation Chart Percent Retained on Each Sieve fie" No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 1 0 0 -5 0 -20 15 -50 35 -75 65 -90 90 -100 97 -100 NOTE 1: Where the sand equivalent is greater than 85, the retainage on the No. 50 sieve may be 65 to 94 percent. NOTE 2: Where manufactured sand Is used in lieu of natural sand, the percent retained on the No. 200 sieve shall be 94 to 100 percent. Fine aggregate will be subjected to the Sand Equivalent Test SDHPT Test Method Tex- 203-F. The sand equivalent shall not be less than 60 nor less than the value indicated, whichever is greater. For Class A, C, E and F Concrete, the fineness modulus as defined below for fine aggregates shall be between 2.30 and 3.10 for grade 1 only. For Class H Concrete, the fineness modulus of the fine aggregates shall be between 2.40 and 2.90. The fineness modulus will be determined by adding the percentages by weight retained on the following sieves and dividing by 100; Nos. 4, 8, 16, 30, 50 and 100. Page 2 Concrete for Structures (5) Mineral Filler Mineral filler shall consist of stone dust, clean crushed sand 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 enough water to make the mixture plastic. When required to prevent color difference, white cement shall be added to produce the color re- quired. When required by the Engineer /Architect, latex adhesive shall be added to the mortar. (7) Admixtures Calcium chloride will not be permitted. Air entraining, retarding and water reducing admixtures may be used in all concrete and shall conform to Item No. 405, "Concrete Admixtures". 403.3 Storage of Cement Cement shall be stored in well ventilated, weatherproof buildings or approved bins which will protect it from dampness or absorp- tion of moisture. Storage facilities shall be ample and each shipment of packaged cement shall be kept separated to provide easy access for identification and inspection. The Engineer /Architect may permit small quantities of sacked cement to be stored in the open for a maximum of 48 hours on a raised platform and under waterproof covering. 403.4 Storage of Aggregate The method of handling and storing concrete aggregate shall prevent contamination with foreign materials. If the aggregates are stored on the ground, the sites for the stock piles shall be clear of all vegetation. The bottom 6 inch layer of aggregate shall not be disturbed or used without recleaning When conditions require the use of 2 or more sizes of aggregates, they shall be separated to prevent intermixing. Where space is limited, stock piles shall be separated by physical barriers. Methods of handling aggregates during stockpiling and subsequent use shall be such that segregation will be minimized. All aggregate shall be stockpiled at least 24 hours to reduce the free moisture content. 403.5 Measurement of Materials The measurement of the materials, except water, used in batches of concrete shall be by weight or an accurate volumetric mea- suring method approved by the Engineer /Architect. The fine aggregate, coarse aggregate and mineral filler shall be weighed separately. Where bulk cement is used it shall be weighed separately but batch weighing of sacked cement will not be required. Where sacked cement is used, the quantities of material per batch shall be based upon using full bags of cement. Batches involving the use of fractional bags will not be permitted. Allowances shall be made for the water content in the aggregates. Bags of cement varying more than 3 percent from the specified weight of 94 pounds may be rejected and when the average weight per bag in any shipments, as determined by weighing 50 bags taken at random, is less than the net weight specified, the entire shipment may be rejected. If the shipment is accepted, the Engineer will adjust the concrete mix to a net weight per bag fixed by an average of all individual weights which are less than the average weight determined from the total number weighed. 403.6 Classification and Mix Design It shall be the responsibility of the Contractor to furnish the mix design, using a Coarse Aggregate Factor acceptable to the Engineer, for the class(es) of concrete specified. The mix shall be designed by a qualified commercial laboratory to conform with the requirements contained herein and conforming to SDHPT Bulletin C -11 and supplements thereto. The Contractor shall perform, at his own expense, the work required to substantiate the design, including the testing of strength specimens. Complete concrete design data shall be submitted to the Engineer for approval. The mix design will be valid for a penod of 1 year and shall be re- established for projects which extend beyond the 1 year penod or when there is a change in matenals. It shall also be the responsibility of the Contractor to determine and measure the batch quantity of each ingredient, including all water, not only for batch designs but for all concrete produced for the project so that the mix conforms to these specifications and any other requirements indicated. In lieu of the above mix design responsibility, the Contractor may request approval of a current design previously accepted by the City, if it can be shown that no substantial change in any of the ingredients has been made. However, this will not relieve the Contractor of the responsibility of providing concrete meeting the requirements of these specifications. The coarse aggregate factor shall not be more than 0.82 except that when the voids in the coarse aggregate exceed 48 percent of the total dry loose volume, the coarse aggregate factor shall not exceed 0.85. The coarse aggregate factor shall not be less than 0 68. 403 Rev. 09/30/87 Page 3 Concrete for Structures If the strength required for the class of concrete being produced is not secured with the cement specified in Table 4, the Contrac- tor may use an approved water reducing and retarding admixture or he shall fumish aggregates with different characteristics which will produce the required results Additional cement may be required or permitted as a temporary measure until the re- design is checked. Approved water reducing or retarding agents may be used with all classes of concrete at the option of the Contractor and will be required for hot weather concreting and for continuous slab placement. The agents shall conform to Item No. 405, "Concrete Admixtures" and Item No. 410, "Concrete Structures ". When a retarding admixture is required for hot weather concreting, the amount to be used shall conform to Item No. 405, "Con- crete Admixtures ". When used in continuous slab placement, the amount to be used will be established by several trial batches with varying retarder content and simulating the placing conditions to be encountered. When water reducing or retarding agents are used at the option of the Contractor, reduced dosage of the admixture will be permitted. Entrained air will be required conforming to Table 4. The concrete shall be designed to entrain 5 percent air when Grade 2 coarse aggregate is used and 6 percent when Grade 3 coarse aggregate is used. Concrete as placed in the structure shall contain the proper amount as required above with a tolerance of ±192 percentage points. Vanations beyond this tolerance may be cause for rejection. 403.7 Consistency The consistency of the concrete as placed should allow the completion of all 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 the surface by fog spray only and shall be held to a minimum. The concrete shall be workable, cohesive, possess satisfactory finishing qualities and of the stiffest consistency that can be placed and vibrated into a homogeneous mass within the slump requirements specified in Table 3. Excessive bleeding shall be avoided. Slump values shall conform to SDHPT Test Method Tex - 415 -A. Table 3 Slump Requirements Type of Construction Slump, inches Maximum Minimum Piers and Cased Drilled Shafts 4 3 Reinforced foundation caissons and footings 3 1 Reinforced footings and substructure walls 3 1 Uncased Dnlled Shafts 6 5 Thin - walled Sections (9 inches or less) 5 4 Prestressed Concrete Members 5 4 Wall Sections over 9 inches 4 3 Reinforced building slabs, beams, columns and walls 4 1 Bridge Decks 4 2 Pavements Fixed -form 2 1 Slip -form 11 Y Sidewalks, driveways and slabs on ground 4 2 Curbs & gutters Hand - vibrated 3 1 Hand - tamped or spaded 4 2 Slip - form /extrusion machine 2 %z Heavy mass construction 2 1 High strength concrete 4 3 Riprap and other miscellaneous concrete 6 1 Under water or seal concrete 6 5 403 Rev. 09/30/87 Page 4 Concrete for Structures NOTE. No Concrete will be permitted with slump in excess of the maximums shown unless water reducing admixtures have previously been approved. 403.8 Quality of Concrete, General The Concrete shall be uniform and workable and of a consistency acceptable to the Engineer /Architect. The cement content, maximum allowable water /cement ratio, the minimum and maximum slump, the proper amount of entrained air and the strength requirements of the various classes of concrete shall conform to the requirements of Tables 3 and 4 and as required herein. It shall be the responsibility of the Contractor to provide concrete meeting these requirements. Test beams or cylinders will be required for each monolithic placement of bridge decks or superstructures, top slabs of direct traffic culverts, cased drilled shafts, structural beams and otherwise as directed by the Engineer /Architect for "design strength" or early form removal. The require- ment for early removal or opening will be at the Contractor's expense, except when the early opening or removal is required by the Engineer /Architect and specified in Item No. 410, "Concrete Structures ". During the progress of the work, the Engineer /Architect, the City's laboratory or in the absence of the above, the Contractor shall cast test cylinders and/or beams as a check on the compressive and/or flexural strength of the concrete actually placed. The Engineer /Architect or the City's laboratory shall also perform slump tests, entrained air tests and will make temperature checks as required, to insure compliance with the specifications. Test beams or cylinders will be required for small placements on structures such as manholes, inlets, culverts, wingwalls, etc The Engineer /Architect may vary the number of tests to a minimum of 1 for each 25 cubic yards placed over a several day period. A strength test shall be defined as the average of the breaking strength of 2 cylinders or 2 beams as the case may be. Specimens will be tested conforming to SDHPT Test Method Tex -418 -A or Tex - 420 -A. If the required strength or consistency of the class of concrete being produced cannot be secured with the minimum cement specified or without exceeding the maximum waterlce- ment ratio, the Contractor will be required to furnish different aggregates, use a water reducing agent, an air entraining agent or increase the cement content in order to provide concrete meeting these specifications. The Contractor may request beam or cylinder tests for removal of forms and /or falsework at his own expense. The test speci- mens shall be cured using the same methods and under the same conditions as the concrete represented. "Design Strength" beams and cylinders shall be cured conforming to SDHPT Bulletin C -11 and Supplement thereto. When control of concrete quality Is by 28 day compressive tests, job control will be by 7 day flexural or compressive tests which are shown to provide the required 28 day strength, based on results from trial batches. Thereafter, if the required 7 day strength is not secured with the quantity of cement specified in Table 4, changes in the batch design will be made as specified in this item. Class Min. Comp. - Min. Beam Max. Water Coarse of Sk. Cement Strength (f'c) ' Strength Cement Agg. Conc. per C.Y. 28 Day psi 7 Day psi Ratio No. A' 5.0 3000 #500 6.5 2-3-4 x B 4.0 2000 300 - 8.0 2 -3-4 x C' 6.0 3600 #600 6.0 1 -2.3" D 4.5 2500 #425 7.5 2 -3-4 x E 6.0 3000 500 7.0 2 -3 F' 6.0 10 8.0 As indicated it - 5.5 2 -3 6 6.0 to 8.0 As indicated N.A. 5.5 3 I 5.5 3500 575 6.2 2 -3 -4 x J 2.0 800 - 2 -3 -4 K 3.0 L 5.0 5000 M 6.0 5000 Entrained Air (Slabs, piers and bent concrete). Grade 1 coarse Aggregate may be used in foundation only (except cased drilled shafts). "' Entrained Air for slab concrete. # When Type 11 Cement is used with Class C Concrete, the 7 day beam break requirement will be 550 psi; with Class A, 460 psi., minimum. X Permission to use grade 4 aggregate must have prior approval of the Engineer. Concrete that is to be placed in the bridge deck shall not have a temperature in excess of 85 F at the time of placement. 403 Rev. 09 /30/87 Table 4 Classes of Concrete Page 5 Concrete for Structures 403.9 Mixing Conditions The concrete shall be mixed in quantities required for immediate use. Any concrete which is not in place within the limits outlined in Item No. 410, "Concrete Structures" shall not be used. Retempering of concrete will not be permitted. In threatening weather, which may result in conditions that will adversely affect quality of the concrete to be placed, the Engineer shall notify the Contractor in writing that the placement of work may not meet the specifications and any work placed may have to be removed and replaced. Where work has been started and changes in weather conditions require protective measures, the Contractor shall fumish adequate shelter to protect the concrete against damage from rainfall or from freezing temperatures as outlined in Item No. 410, "Concrete Structures ". If necessary to continue operations during rainfall, the Contractor shall also provide protective coverings for the material stock piles. Aggregate stockpiles need be covered only to the extent necessary to control the moisture conditions in the aggregates to adequately control the consistency of the concrete. 403.10 Mixing and Mixing Equipment All equipment, tools and machinery used for hauling matenals and performing any part of the work shall be maintained in such condition to insure completion of the work under way without excessive delays for repairs or replacement. The mixing shall be done in a mixer of approved type and size that will produce uniform distribution of the material throughout the mass and shall be capable of producing concrete meeting the requirements of ASTM C 94, Ready -mixed Concrete and these specifications. The absolute volume of the concrete batch shall not exceed the rated capacity of the mixer. The mixing equipment shall be capable of producing sufficient concrete to provide the quantities required to comply with Item No. 410, "Concrete Structures ". The entire contents of the drum shall be discharged before any materials are placed therein for the succeeding batch. Improperly mixed concrete shall not be placed in the structure. Delivery of concrete to the site of the work and its discharge from the mixer,agitator or nonagitating equipment shall conform to the requirements of Item No. 410, "Concrete Structures ". The mixer may be batched by either the volumetric method or by weighing and shall be equipped with a suitable timing device which shall lock the discharging mechanism and signal when specified time of mixing has elapsed. An adequate water supply and suitable metering devices shall be provided. The water tank shall be arranged so that the amount of water can be measured in gallons accurately. When the tank starts to discharge, the inlet supply shall cut off automatically and remain off until the container has emptied completely and the discharge line closed. The first batch of concrete materials placed in the mixer for each placement shall contain an extra quantity of sand, cement and water sufficient to coat the inside surface of the drum. Upon the cessation of mixing for any considerable length of time, not exceeding a maximum of 1 hour, the mixer shall be thor- oughly cleaned. (1) Proportioning and Mixing Equipment For all miscellaneous concrete placements, a mobile, continuous, volumetric mixer or a volumetric or weight batch mixer of the rotating paddle type may be used. When approved by the Engineer in writing or when specified for use, these mixers may be used for other types of concrete construction, including structural concrete, if the number of mixers furnished will supply the amount of con- crete required for the particular operation in question. These mixers shall be designed to receive all the concrete ingredients, including admixtures, required by the mix design in a continuous uniform rate and mix them to the required consistency before discharging. They may be of the volumetric or weight batch design. The mixers shall have adequate water supply and metering devices. For continuous volumetric mixers, the matenals delivered during a revolution of the driving mechanism or In a se- lected interval, will be considered a batch and the proportion of each ingredient will be calculated in the same man- ner as for a batch type plant. The mixing time shall conform to the recommendations of the manufacturer of the mixer unless otherwise revised by the Engineer. Calibration of these mixers will be required. 403 Rev. 09130/87 Page 6 Concrete for Structures (2) Ready -mixed Concrete The use of ready -mixed concrete will be permitted provided the batching plant and mixer trucks meet requirements of quality specified herein. (3) 403 Rev. 09130187 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 conform to Item Na 410, 'Concrete Structures". 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 construction inspector. The ticket will have machine stamped time /date of the concrete batch, weight of cement, sand and aggregates; exact no- menclature and written quantities of admixtures and water. Any item missing or incomplete on the ticket may be cause for rejection of the concrete. (c) (b) Sufficient trucks will be available to support continuous slab placements. The Contractor will satisfy the Engineer that adequate standby trucks are available to support monolithic placement requirements. 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 Inspec- tor's observation. When water is added under these conditions, it will be thoroughly mixed before any slump or strength samples are taken. (c) Site -mixed Concrete Hand mixing of concrete will be permitted only for small placements or in case of an emergency and then only on the authorization of the Engineer. Hand -mixed batches shall not exceed a 2 bag batch in volume. Job mix concrete shall be concrete mixed in an approved batch mixer, conforming to the requirements stated above, conveniently located to the structure for which the concrete is being mixed and moved to the placement site in non- agitating equipment. After all the required materials are in the mixer, the concrete shall be mixed not less than 50 seconds nor more than the time indicated on the manufacturer's nameplate, measured from the time the last material enters the mixer to the time discharge of the concrete begins. The concrete mixer shall be equipped with an automatic timing device which is put into operation when the skip is raised to its full height and dumping. This device shall lock the discharging mechanism and prevent emptying of the mixer until all the materials have been mixed together for the minimum time required and it shall ring a bell after the specified time of mixing has elapsed. 403.11 Excavation, Placing of Concrete, Finishing, Curing and Backfill The excavation, placing of concrete, finishing, curing and backfill shall conform to Item No. 401, "Structural Excavation and Backhll" and Item No. 410, "Concrete Structures ". 403.12 Measurement The quantities of concrete of the various classifications which will constitute the completed and accepted structure or structures in place will be measured by the cubic yard, each, square foot, square yard, linear foot or lump sum as the case may be. Mea- surement wilt be as follows: (1) General (a) All concrete quantities will be based on the dimensions indicated or those established in writing by the Engineer/ Architect. Diatram concrete, when required, will be included in the slab measurement. (b) In determining quantities, no deductions will be made for chamfers less than 2 inches, embedded portions of structural steel or prestressed concrete beams, piling, anchor bolts, reinforcing steel, drains, weep holes, junc- tion boxes, electrical conduit, conduit and/or voids for prestressed tendons or for embedded portions of light fixtures. For Pan Girder Spans, a quantity will be included for the screed setting required to provide proper camber in the roadway surface after form removal. (d) For Slabs on Steel and Prestressed Beams, a quantity for the haunch between the slab and beams will be Page 7 Concrete for Structures (2) Plan Quantity For those items specified for plan quantity payment, adequate calculations have been made conforming to "General Conditions of Agreement" If no adjustment Is required by this Item, additional measurements or calculations will not be required. included when required. No measurement will be made dunng construction for variation in the amount of haunch concrete due to deviation from design camber in the beams. (e) For Slabs on Panels or T- Beams, the combination of span length, theoretical camber in beams, computed deflections and plan vertical curve will be taken into account in determining the quantity for the slab. Additional concrete, which may be required by an adjustment of the profile grade line during construction to insure proper slab thickness, will not be measured for payment. (f) Quantities revised by a change in design, measured as specified herein, will be increased or decreased, as the case may be and included for payment. (g) Variations in concrete headwall quantity incurred if an alternate bid for pipe is permitted will not be measured for payment. (3) Measured In Place For those Items not specified for plan quantity payment, measurement will be made in place. 403.13 Payment For all structural elements in unit price contracts specified for payment when measured by the cubic yard, the quantity to be paid for will be actual field measurements of the quantity indicated, except as may be modified by the following: Plan quantities will be adjusted: (1) When a complete structure element has been erroneously included or omitted from the plans, the quantity shown on the plans for that element will be added to or deducted from the plan quantity and included for payment. A complete structure element will be the smallest portion of a total structure for which a quantity Is included on the plans. Quan- tities revised in this manner will not be subject to the provisions of "General Conditions of Agreement" (2) When the plan quantity for a complete structure element is in error by 5 percent or more, a recalculation will be made and the corrected quantity included for payment. Quantities revised in this manner will not be subject to the provi- sions of "General Conditions of Agreement" 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 "General Condi• tions of Agreement". (3) Payment for increased or decreased costs due to a change in design, on those items measured In "Each, by the "Square Foot, "Square Yard" or "Linear Foot" will be determined by provisions of "General Conditions of Agreement': Payment for additional concrete required for slab on panel or T -beam construction due to adjustment of the profile grade line will not be made under Additional Work" as provided in "General Conditions of Agreement ". The unit prices bid for the various classifications of concrete shown shall be full compensation for furnishing, hauling and mixing all concrete material; placing, curing and finishing all concrete; all grouting and pointing; furnishing and placing drains; furnishing and placing metal flashing strips; fumishing and placing expansion joint material required by this item and for all forms and falsework, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under appropnate bid items where structural concrete is used as indicated and included in the bid. Box culverts shall be paid for under Item No. 559, "Box Culverts ". Payment will be made under one of the following: Pay Item No. 403-A: Structural Concrete — Per Cubic Yard. Pay Item No. 403 -B: Foundation Seals — Per Cubic Yard. Pay Item No. 403•C: Foundations — Per Cubic Yard. Pay Item No. 403-D: Columns — Per Cubic Yard. Pay Item No. 403-E: Bridge Abutments and Walls — Per Cubic Yard. Pay Item No. 403 -F: Bridge Decks — Per Square Yard. Pay Item No. 403-G: Structures — Per Cubic Yard. End Ref: 401, 405, 410, 559 403 Rev. 09/30187 Page 8 Concrete for Structures 405.1 Description This item shall consist of the materials used, methods of tests and construction methods for the use of admixtures in concrete. 405.2 Materials (1) Air Entraining Admixture An "Air Entraining Admixture" is defined as a material which, when added to a concrete mixture in the correct quan- tity, will entrain uniformly dispersed microscopic air. This admixture shall conform to ASTM C 260, modified as follows: (a) The cement used in any series of tests shall be either the cement proposed for specific work or a "refer- ence Type I cement from one mill. (b) Unless otherwise indicated, the minimum relative durability factor shall be 80. The air entraining admixture used in the reference concrete shall be high quality neutralized Vinsot Resin. (2) Water - reducing, Retarding Admixture A "Water- reducing, Retarding Admixture" is defined as a material which, when added to a concrete mixture in the correct quantity, will reduce the quantity of mixing water required to produce concrete of a given consistency and will retard the initial set of the concrete. This admixture shall conform to ASTM C 494, Type A or D, modified as follows: (a) The water - reducing retarder shall retard the initial set of the plastic concrete a minimum of 2 hours and a maximum of 4 hours when the materials are at a temperature of 90 F, the dosage rate specified by the manufacturer. (5) (b) The cement used in any senes of tests shall be either the cement proposed for specific work or a "refer- ence" Type I cement from one mill. (c) All concrete tested shall contain entrained air. (4) Accelerating Admixture Item No. 405 Concrete Admixtures (3) Water - reducing Admixture A "Water reducing Admixture" is defined as a material which, when added to a concrete mixture in the correct quan- tity, will reduce the quantity of mixing water required to produce concrete of a given consistency and required strength. This admixture shall conform to ASTM C 494, Type A. An "Accelerating Admixture" is defined as an admixture that accelerates the selling time and the early strength development of concrete. This admixture shall conform to ASTM C 494, Type C, modified as follows: The accelerating admixture will contain no chlorides and shall be used in the liquid form only. High -range Water Reducing Admixtures A "High -range Water Reducing Admixture," referred to as a superplastersizer, is defined as a synthetic polymer material which, when added to a low slump concrete mixture increases the slump without segregation, impermea- bility and durability of the mix. This admixture shall conform to ASTM C 494, Type F or G, modified as follows: (a) It shall reduce the required water by a minimum of 15 percent. (b) It shall increase the 7 day compressive strength of the concrete by a minimum of 25 percent. The admixture when added to the mix shall produce the following: (a) Modify a low slump concrete, without the addition of water, to produce a slump which conforms to the range indicated. (b) It shall prevent a temperature rise of the mix above 100 F during high ambient conditions. (c) It shall not increase the chloride content of the mix. 405 Rev. 09130187 Page 1 Concrete Admixtures 405.3 Certification The Contractor shall submit the name of the admixture proposed and manufacturer's certification that products selected meet the requirements of this item and of ASTM C 260 and C 494 as required. If more than one admixture is proposed in the concrete mix, a statement of compatibility of components shall accompany certification. The Engineer /Architect may request additional information to be submitted such as infrared spectrophotometry scan, solids con- tent, pl-I value, etc., for further identification. A change in formulation discovered by any of the tests prescribed herein or other means and not reported and retested, may be cause to permanently bar the manufacturer from furnishing admixtures for Owners work The Owner reserves the right to perform any or all of the tests required by ASTM C 260 and C 494 as a check on the tests reported by the manufacturer. In case of any variance, the Owner tests will govem. 405.4 Approval of Admixtures The Engineer /Architect shall approve all admixtures and dosage. Approval of admixtures shall be based on previous perfor- mance of the admixture. The dosage will be determined from the manufacturers recommendations, trial mixes or current job approved mix designs, if it is shown that no substantial change in any of the proposed ingredients has been made. Should the Contractor desire to change the admixture or dosage approved during the progress of the work, the Contractor shall perform tnal mixes at his own expense and submit the new mix design for approval. 405.5 Construction Use of Admixtures No concrete shall be delivered to the project until the mix design is approved. All concrete delivered shall conform to the ap- proved job mix formula. Unless otherwise indicated, all concrete shall be air entrained. All admixtures will be added at the Batch Plant. All admixtures shall be in the liquid state. No admixtures shall be dispensed on dry aggregates. Each admixture shall be dispensed separately, but at the same time as the mixing water. An approved job mix formula for normal hot weather concreting may not perform satisfactorily for extended retardation, in which case its use will not be permitted. The rotation of the mixer shall be sufficient to thoroughly mix the admixture into the concrete. Admixtures shall be agitated as required to prevent separation or sedimentation of solids. Air agitation of Neutralized Vinsol Resin will not be permitted. Normally Air entraining agents shall be charged into the mixer at the beginning of the batch. Retarding or water reducing admixtures, except for high -range water reducers, shall be charged into the mixer dunng the last part (approximately 1/3) of the batch when an air - entraining agent is used. Accelerating admixtures will be used only on the written approval of the Engineer. Accelerating admixtures will not be permitted in bridge decks, direct traffic culvert slabs at any time nor when Type II cement is specified. All admixtures shall be of the same brand from only one manufacturer for the entire project, unless otherwise approved by the Engineer /Architect. Accelerators will be used only to meet special project requirements and will require the approval of the Engineer. For individual placements of concrete of 25 cubic yards or more and for all ready -mix concrete, the admixture shall be measured and dispensed by a readily adjustable dispenser. When set to a predetermined volume, the dispenser shall fill to the preset amount and hold it positively without leakage until the operator releases the content into the mixing water by some positive means. Unless otherwise indicated, completely automatic dispensing will not be required, except for use with a fully automatic plant. The calibrated container shall be a measuring reservoir of the type where the level of the admixture is visible at all times. A strip gauge with one ounce increments for air entraining admixtures, ten ounce increments for dispersing admixtures, shall be at- tached securely to the measunng apparatus. This strip shall be a material possessing weather resistant qualities. The accuracy equipment shall visibly show the total amount to be dispensed for ready check by the Engineer. When individual placements of less than 25 cubic yards and with the concrete batched on the job site, the Engineer /Architect may waive the requirements for mechanical dispensing equipment. When high range water reducing admixtures are indicated the following will be observed: (a) Ready -mixed concrete shall be delivered in transit mixers and the capacity of the transit mixer shall be reduced for each batch by 25 percent of the rated capacity to assure proper mixing. 405 Rev. 09/30/87 Page 2 Concrete Admixtures 405.6 Measurement and Payment No additional compensation will be made for the materials, equipment tests or methods required by this item, but shall be considered subsidiary to Item No.360, "Concrete Pavement ", Item No. 410, "Cbncrete Structures" or various items included in the contract. End (b) If, during the placement of concrete, a change in slump resulting in a slump loss in excess of 3 inches is noted, the remaining concrete shall be rejected. (c) The addition of water will not be permitted at the job site. (d) Only one liquid admixture shall be used to achieve the desired results, except where air entrainment is Indicated, the air entrainment agent will be permitted. (e) The concrete design shall meet the following requirements: Item Test Value Ref: 360, 410 Air entrainment High range water reducing admixture ASTM C 260 3 to 6 percent ASTM C 494 Type F or G Water cement ratio Ga&Sack Max. 6.25 Minimum cement content in Sacks (94# /sack) 6.0 Coarse aggregate factor 6.5 Slump Maximum, inches , 10 Flexural strength @ 7 days, psi - 650 Maximum concrete temperature, F 100 405 Rev. 09/30/87 Page 3 Concrete Admixtures 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 nomply 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 (lbs.) 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 1.270 127 4.303 11 1.410 1.56 5.313 14 1.693 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 fumace 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 04/17/86 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. 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. 406.4 Tolerances Bar Number Grade 40 Grade 60 3 thru 8 6d 6d 9, 10 8d 8d 11 8d 8d 14,18 10d 10d 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) 0 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 Grade 75 8d 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. Table - I - Minimum Lap Requirements Bar Number Grade 40 Grade 60 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. Page3 04'17.86 406 For box culvert extensions with less than 1 foot 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 of 12 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 1 /12 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 1 /4 inch. Cover of concrete to the nearest surface of steel shall as follows: 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 1 (c) Concrete not exposed to weather or in contact with ground: Slabs, walls, joists: Bar No. 14 and 18 11/2 Bar No. 11 and smaller 1 Beams, columns: Primary reinforcement, ties, stirrups, spirals 11/2 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 tied 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 authonzed by the Engineer, the size of the surface to be placed adjacent to the forms shall not exceed 21/2 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, free of surface imperfections. Reinforcement shall be supported and tied in such a manner that a sufficiently rigid cage of steel is provided. It 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. 406.8 Measurement 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 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. 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 Item No. 408 Concrete Joint Materials 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 (1) Preformed Asphalt Board 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 blydseye, 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 filler. (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: 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. (5) Backer Rod 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 Sealing 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. Curing 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 maximum of 3 hours. Page 1 04/17/86 408 End 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: 408 04/17/86 Page 2 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. 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 %z 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 material 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 material 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 vanous items included in the contract. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Item No. 409 Membrane Curing 409.1 Description This item shall consist of curing concrete pavement, concrete base, pavement, curbs, gutters, retards, sidewalks, driveways, medians, islands, concrete riprap, cement stabilized riprap, concrete structures and other concrete as indicated, by applying an impervious liquid membrane forming material. 409.2 Material The liquid forming membrane curing compound shall comply with the "Standard Specification for Liquid Membrane - forming Compounds for Cunng Concrete ", ASTM C 309, Type 1 -D clear or translucent, with fugitive dye or Type 2 white pigmented. The matenal shall have a minimum flash point of 80 F when tested by the "Pensky -Martin Closed Tester ", ASTM Designation: D 93. It shall be of such consistency that it can be satisfactorily applied as a fine mist through an atomizing nozzle by means of ap- proved pressure spraying equipment at atmospheric temperatures above 40 F. It shall be of such nature that it will not produce permanent discoloration of concrete surfaces nor react deleteriously with the concrete or its components Type 1 compound shall contain a fugitive dye that will be distinctly visible not less than 4 hours nor more than 7 days after application. Type 2 compound shall not settle out excessively or cake in the container and shall be capable of being mixed to a uniform consistency by moderate stirring and shall exhibit a daylight reflectance of not less than 60 percent of that of magnesium oxide when tested as indicated. The compound shall produce a firm, continuous, uniform, moisture impermeable film, free from pinholes and shall adhere saus• lactonly to the surfaces of damp concrete. When applied to the damp concrete surface at the rate of coverage indicated, the compound shall dry to the touch in not more than 4 hours and shall not be tacky or crack off concrete after 12 hours. It shall adhere to horizontal and vertical surfaces in a tenacious film and shall not run off or show an appreciable sag, disinte- grate, check, peel or crack during the required curing penod. Under traffic, the compound shall not pick up or peel and shall gradually disintegrate from the surface. The compound shall be delivered to the job only in the manufacturer's original containers. which shall be clearly labeled with the manufacturer's name, the trade name of the material and a batch number or symbol with which test samples may be correlated. The water retention test shall be in accordance with the following: Percentage loss shall be defined as the water lost after the application of the curing material was applied. The permissible percentage moisture loss (al the rate of coverage specified herein) shall not exceed the following 24 hours after application 72 hours after application 409.3 Construction Methods 2 percent 4 percent The membrane curing compound shall be applied after the surface finishing has been completed and immediately after the free surface moisture has disappeared The surface shall be sealed with a single uniform coating of the specified type of curing compound applied at the rate of coverage recommended by the manufacturer and directed by the Engineer, but not less than 1 gallon per 180 square feet of area. The Contractor shall provide satisfactory means and facilities to properly control and check the rate of application of the compound. The compounds shall not be applied before the surface has become dry, but shall be applied just after free moisture has disappeared. The compound shall be thoroughly agitated during its use and shall be applied by means of approved mechanical power pressure sprayers for street and bridge applications The sprayers used to apply the membrane to concrete exposed surfaces shall travel at a uniform speed along the forms and be mechanically driven The equipment shall be of such design that it will insure uniform and even application of the membrane material The sprayers shall be equipped with satisfactory atomizing nozzles On small miscellaneous items or on interim bridge deck curing the Contractor will be permitted to use hand - powered spray equipment For all spraying equipment. the Contractor shall provide facilities to prevent loss of the compound between the nozzle and the concrete surf ace during the spraying operations At locations where the coating shows discontinuities, pinholes or other defects or if rain falls on the newly coated surface before the film has dried sufficiently to resist damage, an additional coat of the compound shall be applied immediately at the same rate of coverage specified herein. To insure proper coverage, the Engineer shall inspect all treated areas after application of the compound for the period of time Page 1 12/03/86 409 designated in the specification for curing, either for membrane curing or for other methods. Dry areas are identifiable because of the fighter color of dry concrete as compared to damp concrete. All suspected areas shall be tested by placing a few drops of water on the suspected areas. If the water stands in rounded beads or small pools which can be blown along the surface of the concrete without wetting the surface, the water impervious film is present. 11 the water wets the surface of the concrete as deter- mined by obvious darkening of the surface or by visible soaking into the surface, no water - impervious film is present. Should the foregoing test indicate that any area daring the curing period is not protected by the required water - impervious film an additional coat or coats of the compound shall be applied immediately and the rate of application of the membrane compound shall be increased until all areas are uniformly covered by the required water - impervious film. The compounds shall not be applied to a dry surface and if the surface of the concrete has become dry, n shall be thoroughly moistened prior to the application of the membrane by fogging or mist application. Sprinkling or coarse spraying will not be allowed. When temperatures are such as to warrant protection against freezing, curing by this method shall be supplemented with an approved insulating material capable of protecting the concrete for the specified curing period. If at any time there is reason to believe that this method of curing is unsatisfactory or is detrimental to the work. the Contractor. when notified. shall immediately cease the use of this method and shall change to cunng by one of the other methods specified under this contract. Curing compounds shall be compatible with the adhesion of toppings or overlays where curing has been applied to the concrete base surface in order to assure adequate bond. When forms are stripped before the 4 minimum curing days have passed, curing shall continue by an approved method. 409.4 Measurement and Payment Membrane curing will not be measured for payment. The work and materials prescribed herein will not be paid for directly, but shall be included in the unit price bid for the item of construction in which these materials are used. End 409 04/17/86 Page 2 Item No. 410 Concrete Structures 410.1 Description This item shall consist of the construction of all types of structures involving the use of structural concrete, except where the requirements are waived or revised by other 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 governing 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. (5) Admixtures Filler material shall have the following physical properties and shall meet the requirements of ASTM D 1752, Type 1 where applicable: Property Method Requirements Color Black Density ASTM D 1752 Type 1 40 PCG Minimum Recovery ASTM D 1752 Type 1 90% Minimum Compression ASTM D 1752 Type 1 50 to 500 psi Extrusion ASTM D 1752 Type 1 0.25 In. Maximum Tensile strength ASTM D 1752 Type 1 20 psi Minimum Elongation 75% Minimum 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 Materials ". (4) Curing Materials Curing materials shall conform to Item No. 409, "Membrane Curing ", except curing of bridge decks and the top of direct traffic culverts shall be cured with Type 1 (Resin Base) curing compound only. Retarding, water reducing and air entraining agents shall conform to Item No. 405, "Concrete Admixtures ". 410 Rev. 09/30/87 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. 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 required. Concurrence on the part of the Engineer in any proposed construction methods, approval of equipment or of form and falsework plans does not relieve the Contractor of the responsibility for the safety or correctness of his methods and adequacy of his equipment or from carrying out the work in full accordance with the contract. Unless otherwise indicated, the requirements in the succeeding paragraphs shall govern the time sequence in which construc- tion operations may be carried 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 partic- ular portions have been met. No forms shall be erected on concrete footings supported by piling or dnlled 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 fors and reinforcing steel are approved. The support of tie beam and/or forms by falsework placed on previously placed tie beams is permissible provided such beams have attained 500 psi flexural strength, curing requirements are completed and the beams are properly supported to eliminate stresses not provided for in the design. Bridges and direct traffic culverts shall not be opened to construction traffic or to the traveling public until authorized by the Engineer in accordance with the following: Authorization may be given after the last slab concrete has been in place at least 14 days for light construction traffic not to exceed a 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 (fc) 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 bearing area under the expansion ends of concrete slabs and slab and girder spans shall be given a steel trowel finish and finished to the exact grades required. The material used to separate expansion surfaces shall be as indicated and placed so that concrete or mortar cannot be subsequently worked around or under it. Concrete adjacent to armor joints and finger joints shall be placed carefully to avoid defective anchorage and porous or 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 or sidewalk. The top 1 inch thereof shall be filled with joint sealing material, as specified herein. When different material is indicated it shall be used. 410 Rev. 09/30/87 Page 2 Concrete Structures Prior to placing the seating material, the vertical faces of the joint shall be cleaned of all laitance by sandblasting or by mechan- ical routing. Cracked or spelled edges shall be repaired. The joint shall be blown clean of all foreign material and sealed. Where preformed fiber joint material is used, it shall be anchored to the concrete on one side of the joint by light wire or nails to prevent the material from falling out. Finished joints shall conform to the plan details with the concrete sections completely separated by the specified opening or joint material. Soon after form removal and again where necessary after surface finishing, all projecting concrete shall be removed along ex- posed edges to secure full effectiveness of the expansion joints. 410.6 Construction Joints The joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set shall be deemed a construction joint. The term monolithic placement shall be interpreted to mean that the manner and sequence of concrete placing shall not create construction joints. Construction joints shall be of the type and at the locations indicated. Additional joints will not be permitted without written autho- rization from the Engineer and when authorized, shall have details equivalent to those indicated for joints in similar locations. Unless otherwise provided, construction joints shall be square and normal to the forms. Bulkheads shall be provided in the forms for all joints, except when horizontal. All vertical construction joints shall be chamfered. All horizontal construction joints shall be routed or grooved. - Construction joints requiring the use of joint sealing material shall be as indicated or as directed by the Engineer. The material will be indicated on the plans without reference to joint type. 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 4. Forms shall be drawn tight against the existing concrete and the joint surface flushed with grout just prior to placing the fresh concrete. 410.7 Foundation Excavation for foundations shall conform to Item No. 401, "Structural Excavation and Backfill ". Concrete for foundation seals, unless otherwise indicated, shall be Class E Concrete and placed in accordance with the require- 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 matenal. Falsework which cannot be founded on a satisfactory spread footing shall be placed on piling driven to a bearing capacity suffi- cient to support the superimposed load without settlement. The safe bearing capacity of piling shall be determined by test loads or by such other methods that may be required or acceptable to the Engineer. 410 Rev. 09130187 - Page 3 Concrete Structures 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 approved wedges or jacks, permanent camber indicated, plus a construction camber covering allowance for deformation of the forms and falsework. The use of wedges to compensate for incorrectly cut beadng surfaces will not be permitted. Each falsework bent shall be securely braced to provide the stiffness required with the bracing securely fastened to each pile or column it crosses. In setting falsework for arches, allowances shall be made for settlement of falsework, deflection of the arch and permanent camber. Provision shall be made by suitable wedges, sand jacks or other acceptable devices for the controlled lowering of falsework when the arch is swung. Falsework may be required to be placed on jacks to provide for settlement correction during concrete placement. When the falsework is no longer required, it shall be removed. Falsework piling shall be pulled or cut off not less than 6 inches below finished ground level. Falsework and piling in a stream, lake or bay shall be completely removed to a point specified by the Engineer to prevent any obstruction to the waterway. 410.9 Forms 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. 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. 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 shall 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 properly seasoned, of good quality and free from imperfections which would affect its strength or impair the finished surface of the concrete. The lumber used for facing or sheathing shall be finished on at least 1 side and 2 edges and shall be sized to uniform thickness. Form lining will be required for all formed surfaces, except for the inside of culvert barrels, inlets, manholes and box girders, the bottom of bridge decks between beams or girders, surfaces that are subsequently covered by backfill material or are completely enclosed and any surface formed by a single finished board. Lining will not be required when plywood forms are used. Form lining shall be of an approved type such as masonite or plywood. Thin membrane sheeting such as poly- ethylene sheets shall not be used for form lining. 410 Rev. 09130187 Commercially produced structural units used in form work shall not exceed the manufacturer's maximum allowable working load for moment. shear or end reaction. The maximum working load shall include a live load of 35 pounds per square foot of horizontal form surface and sufficient details and data shall be submitted for use in checking form work details for approval. 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. Page 4 Concrete Structures Forms may be constructed of plywood not less than h inch in thickness, with no form lining required. The grain of the face plies on plywood forms shall be placed parallel to the span between the supporting studs or joists. Plywood used for forming surfaces which remain exposed shall be equal to that specified as B -B Plyform Class I or Class II Exterior of the U.S. Department of Commerce, National Bureau of Standards, U.S. Product Standard, latest edition. Forms or form lumber to be reused shall be maintained clean and in good condition. Any lumber which is split, warped, bulged, marred or has defects that will produce inferior work shall not be used and if condemned, shall be promptly removed from the work. Studs and joists shall be spaced so that the facing form material remains in true alignment under the imposed loads. Wales shall be spaced close enough to hold forms securely to the designated lines and scabbed at least 4 feet on each side of joints to provide continuity. A row of wales shall be placed near the bottom of each placement. Facing material shall be placed with parallel and square joints and securely fastened to supporting studs. 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 strips 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 corners 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 stnps 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 r/z inch from the concrete surface. They shall be made so the metal may be removed without undue chipping or spelling and when removed, shall leave a smooth opening in the concrete surface. Burning off of rods, bolts or ties will not be permitted Any wire ties used shall be cut back at least V 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. Pnor to placing concrete, the facing of all forms shall be treated with oil or other bond breaking coating of such composition that it will not discolor or otherwise injuriously affect the concrete surface. Care shall be exercised to prevent coating of the reinforcing steel. (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 materials. (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 410 Rev. 09/30/87 Page 5 Concrete Structures 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: (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, B, 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 intenor 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, 1' inches, additional support shall be provided using No. 5 bars as specified above and in addition, braces or struts, equivalent in size to a 4 inch x 4 inch timber, shall be wedged between the bottom flanges of the exterior and adjacent interior beam and spaced not more than 15 feet between struts or struts and permanent diaframs, when SDHPT Size 46 inch through 72 inch beams are used. (c) 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 slab 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 drilled full size or may be torch cut to 1/4 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. 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: Air or Concrete Temperature Maximum Time whichever Is higher Nonagitated Concrete 35Fto79F Over 80 F 90 F or above 75Fto89F 35 F to 74 F Agitated Concrete 30 minutes 15 minutes 45 minutes 60 minutes 90 minutes 410 Rev. 09130187 Page 6 Concrete Structures 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 minutes for bridge decks, top slabs of direct traffic culverts and cased drilled shafts and 1 hour for all other concrete except that the maximum time shall not exceed 30 minutes for nonagitated concrete. From the time of initial stnkeoff until final finish is completed and required interim curing is in place, the unformed surfaces of slab concrete in bridge decks and top slab of direct traffic culverts and concrete slabs, shall be kept damp, not wet, to offset the effects of rapid evaporation of mixing water from the concrete due to wind, temperature, low humidity or combinations thereof. Fogging equipment capable of applying water in the form of a fine fog mist, not a spray, will be required. Fogging will be applied at the times and in the manner directed by the Engineer. Fogging equipment may be either water pumped under high pressure or a combination of air and water, either system in 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 sufficient advance notice before placing concrete in any unit of the structure to permit the review of forms, reinforcing steel placement and other preparations. Concrete shall not be placed in any unit prior to the comple- tion of form work and placement of reinforcement therein. • Concrete mixing, placing and finishing shall be done in daylight hours, unless adequate provisions are made to 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 loads 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, if necessary, to prevent loss of slump and workability. Concrete shall not be transported through aluminum pipes, tubes or other aluminum equipment. The coarse aggregate content of the concrete shall be within the limits specified in Item No. 403, "Concrete for Structures ". Chutes, troughs, conveyors or pipes shall be arranged and used so that the concrete ingredients will not be separated. When steep slopes are necessary, the chutes shall be equipped with baffle boards or made in short lengths that reverse the direction of movement or the chute ends shall terminate in vertical down - spouts. Open troughs and chutes shall extend, if necessary, down inside the forms or through holes left in them. All transporting equipment shall be kept clean and free from hardened concrete coatings. Water used for cleaning shall be discharged clear of the concrete. Each part of the forms shall be filled by depositing concrete as near its final position as possible. The coarse aggregate shall be worked back from the lace 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. 09/30/87 Page 7 Concrete Structures An approved retarding agent shall be used to control stress cracks and /or authorized cold joints in mass placements where differential settlement and/or setting time may induce stress cracking, such as on false work, in deep girder stems, etc. Openings in forms shall be provided, if needed, for the removal of laitance or foreign matter of any kind. All forms shall be wetted thoroughly before the concrete is placed therein. All concrete shall be well consolidated and the mortar flushed to the form surfaces by continuous working with immersion type vibrators. Vibrators which operate by attachment to forms or reinforcement will not be permitted, except on steel forms. At least 1 standby vibrator shall be provided for emergency use in addition to the ones required for placement. For lightweight concrete, vibrators of the high frequency type which produce a minimum of 7000 impulses per minute will be required. The concrete shall be vibrated immediately after deposition. Prior to the beginning of work, a systematic spacing of the points of vibration shall be established to insure complete consolidation and thorough working of the concrete around the reinforcement, embedded fixtures and into the 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 vibrated, allowing the vibrator to penetrate several Inches into the preceding lift. Concrete along construction joints shall be thoroughly consolidated by operating the vibrator along and close to but not against the joint surface. The vibration shall continue until thorough consolidation and complete embedment of reinforcement and fixtures is produced, but not long enough to cause segregation. Vibration may be supplemented by hand spading or rodding, if necessary, to insure the flushing of mortar to the surface of all forms. Holes for anchor bolts in piers, abutments, bents or pedestals may be drilled or formed by the insertion of oiled wooden plugs or metal sleeves in the plastic concrete. Formed holes shall be large enough to permit horizontal adjustments of the bolts. The bolts shall be carefully set in mortar. In lieu of the above, anchor bolts ?hay be set to exact locations when the concrete is placed. Slab concrete shall be mixed in a plant located off the structure. Carting or wheeling concrete batches over completed slabs will not be permitted until they have aged at least 4 full curing days or timber planking, placed on top of the slab for the carts to traverse along . Carts shall be equipped with pneumatic tires. Curing operations shall not be interrupted for the purpose of 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 its initial set, to prevent damage to the concrete at least 1 curing day shall elapse before placing strain on projecting reinforcement. The storing of reinforcing or structural steel on completed roadway slabs generally shall be avoided and when permitted, shall be limited to quantities and distribution that will not induce excessive stresses. 410.12 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 responsible for producing concrete equal in quality to that placed under normal conditions. Should concrete placed under adverse weather conditions prove unsatisfactory, it shall be removed and replaced. (2) Cast - in - Place Concrete Concrete may be placed when the atmospheric temperature is not less than 35 F. Concrete shall not be placed in contact with any material coated with frost or having a temperature less than 32 F. Aggregates shall be free from ice, frost and frozen lumps. When required, in order to produce the minimum specified concrete temperature, the aggregate and /or the water shall be heated uniformly, in accordance with the following: The water temperature shall not exceed 180 F and /or the aggregate temperature shall not exceed 150 F. The heating apparatus shall heat the mass of aggregate uniformly. The temperature of the mixture of aggregates and water shall be between 50 F and 85 F before introduction of the cement. All concrete shall be effectively protected as follows: (a) The temperature of slab concrete of all unformed surfaces shall be maintained at 50 F or above for a period of 72 hours from time of placement and above 40 F for an additional 72 hours. (b) The temperature at the surface of all concrete in bents, piers, culvert walls, retaining walls, parapets, wingwalls, bottom of slabs and other similar forms shall be maintained at 40 F or above for a period of 72 hours from time of placement. 410 Rev. 09130/87 Page 8 Concrete Structures (3) (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 period until all requirements for curing 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. Precast Concrete A fabricating plant for precast products which has adequate protection from cold weather in the form of permanent or portable framework and covering, which protects the concrete when placed 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 covenng are placed and heat is provided for the concrete and the forms within 1 hour after the concrete is placed. This shall not be construed to be 1 hour after the last concrete is placed, but that no concrete shall remain unprotected longer than 1 hour. (b) Steam heat shall keep the air surrounding the concrete between 50 F and 85 F for a minimum of 3 hours prior to beginning the temperature rise which is required for steam curing. 410.13 Placing Concrete in Hot Weather When the temperature of the air is above 85 F. an approved retarding agent will be required in all exposed concrete, concrete used in superstructures, top slabs of direct traffic culverts and all cased drilled shafts regardless of temperatures. The maximum temperature of all concrete, unless otherwise indicated shall not exceed 95 F. 410.14 Placing Concrete In Water Concrete shall be deposited in water only when indicated or with written permission of the Engineer. The forms, cofferdams or caissons shall be sufficiently tight to prevent any water current passing through the space in which the concrete is being depos- ited. Pumping will not be permitted dunng 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 i/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 feet in length for the longitudinal screed, provided the rate of placement is rapid enough to prevent a cold joint and these headers are designed for early removal to permit satisfactory 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 self propelled transverse finishing machine. Rails for transverse finishing machines supported from the beams or girders shall be installed so they may be removed without damage to the slab. Bond between removable supports and the concrete shall be prevented in a manner acceptable to the Engineer. Rail support parts which 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. 09/30/87 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. If not so indicated, the Contractor shall satisfy the Engineer that the equipment fumished is capable of placing, 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 deposited 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 starting at a point in the center of the segment adjacent to one side, except as provided herein and the strip completed by placing uniformly in both directions toward the ends except that for spans on a grade of 1.5 percent or more, placing shall start at the lowest end. The width of strips shall be such that the concrete therein will remain plastic until the adjacent strip is placed. Where monolithic curb construction is specified, the 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 dunng 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 Horizontal Surfaces Except Roadway Slabs" and "Ordinary Surface Finish ", below. The slab shall be finished as specified in "Finish of Roadway Slabs ", below. When the slab is to receive an additional weanng 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 symmetncal 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 symmetncal 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 time to provide a smooth uniform surface. Top slabs which carry traffic shall be finished as specified for roadway slabs in "Finish of Roadway Slabs," below. Top slabs of fill type culverts shall be given a reasonably smooth float finish. 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. 09130187 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, forms may be omitted if desired by the Contractor and approved by the Engineer and the entire excavation filled with concrete to the elevation of the top of footing in which case measurement for payment will be based on the footing dimensions indicated. Concrete in columns shall be placed monolithically unless otherwise indicated. Columns and caps and/or tie beams supported thereon may be placed in the same operation. To allow tor shrinkage 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 floated with a suitable float. Budge sidewalks shall be given a wood float or broom finish or may be striped with a brush as specified by the Engineer. The tops of caps and piers between bearing areas shall be sloped slightly from the center toward the edge and the tops of abutments and transition bents sloped from the backwall to the 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. Beanng 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 manufacturer's recommendation. Pedestals shall be placed using Class C concrete, reinforced as indicated. Beanng 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 falsework, an additional amount of camber shall be provided to offset the initial and final deflections of the span. The additional amount of camber shall be determined from the dead Toad deflection diagram indicated. When dead load deflection is not indicated, the additional amount of camber shall be 143 inch per 10 foot of span length but not to exceed '/z inch. For pan girder spans the additional camber for initial and final deflections shall be approxi- mately 9 inch for 30 foot spans and 3/4 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. 09130187 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 shall lap half of the preceding pass. All high spots shall be removed and all depres- sions over ' /e 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 tree 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, free 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 bristled 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 it. 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 010.030 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. If saw grooving is done prior to the completion of curing, the cunng shall be continued after 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 diafram concrete shall 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 foot straightedge. The straightedge shall be placed parallel to and perpendicular to the centerline of roadway to bridge any depressions and touch high spots. Ordinates of irregularities measured from the face of the straightedge to the surface of the slab shall not exceed V. inch, making proper allowances for camber, vertical curvature and surface texture. Occasional variations, not exceeding'/,. inch will be acceptable, if in the opinion of the Engineer it will not affect the riding qualities. Irregularities exceeding the above requirements shall be corrected. Areas which are corrected to produce satisfactory riding qualities shall be provided with an acceptable surface texture in a manner approved by the Engineer. 410.21 Placing Survey Monuments The Contractor shall obtain City Survey Monuments, for a fee of 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 matenal 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 I or III cement) of Direct Traffic Culverts. 10 curing days (Type II cement) Concrete Piling (nonprestressed) 6 curing days 410 Rev. 09130187 Page 12 Concrete Structures 1 1 1 1 1 1 1 1, 1 1 1 1 1 1 1 1 1 1 1 When the air temperature is expected to drop below 35 F, the water curing mats shall be covered with polyethylene sheeting, burlap - polyethylene blankets or other material to provide the protection required by "Placing Concrete in Cold Weather ", below. A curing day is defined as a calendar day when the temperature, taken in the shade away from artificial heat, is above 50 F for at least 19 hours (or colder days if satisfactory provisions are made to maintain the temperature at all surfaces of the concrete above 40 F for the entire 24 hours). The required curing period shall begin when all concrete therein has attained its initial set. The following methods are permitted for 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. (2) Water Curing All exposed surfaces of the concrete shall be kept wet continuously for the required cunng time. The water used for curing shall meat 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. (3) 410 Rev. 09130187 When forms are striped before the 4 day minimum curing time has elapsed, curing shall continue by an approved method. (a) Wet Mat Polyethylene sheeting or burlap - polyethylene blankets placed in direct contact with the slab will be required when the air temperature is expected to drop below 40 F during the first 72 hours of the curing period. Wet mats placed In direct contact with the slab will be required when the alr 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 spnnklers 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 matenal, kept wet at all times or a minimum 011 inch depth of water. Satisfactory provisions shall be made to provide a dam to retain the water or saturated 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 -0 (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 Bndge Roadway, X X - Median and Sidewalk Slabs, Top Slabs of (resin base) Direct Traffic Culverts. Page 13 Concrete Structures TABLE 1 (continued) REQUIRED PERMITTED Water Membrane Water Membrane STRUCTURE UNIT for Complete for Interim for Complete for Complete DESCRIPTION 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, Wingwalis, Parapet Walls, etc.). 3. Top Surface of Precast and /or Pre- X X stressed Piling. 4. All Substructure Concrete Culverts, *X *X Box 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 curing for items under 4. For substructure concrete, only one Type of curing compound will be permitted on any one structure. Matenal requirements and construction methods shall conform to Item No. 409, "Membrane Curing ", except as changed herein. The membrane shall be applied in a single, uniform coating at the rate of coverage recommended by the manufacturer and as approved by the Engineer, but not less than 1 gallon per 180 square feet of area. Tests for acceptance shall be at this specified rate. 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 for 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 curing method for like portions of a single structure. 410.23 Removal of Forms and Falsework Except as herein provided, forms for vertical surfaces may be removed when the concrete has aged not less than 1 day when Type I or Type II cement is used and not less than' day when Type III cement is used, provided it can be done without damage to the concrete. Forms for inside curb faces may be removed in approximately 3 hours provided it can be done without damage to the curb. Weight supporting forms and falsework for structures, bridge components and culvert slabs shall remain in place a minimum of 4 curing days after which they may be removed if the concrete has attained a flexural strength of 500 psi as evidenced by strength tests using specimens made from the same concrete and cured under the same conditions as the portion of the structure 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 slab to the walls of the box culvert or sewer before the support provided by the forms is removed. If all test beams made for the purpose of form removal have been broken without attaining the required strength, forms shall remain in place for a total of 14 curing days. Formwork supporting weight of concrete, such as beam soffits, joints and other structural elements, may not be removed in less than 14 days and until concrete has attained design minimum compressive strength at 28 days. Determine potential com- pressive strength of in place concrete by testing field cured specimens representative of concrete location of members. The above provisions relative to form removal shall apply only to forms or parts thereof which are constructed to permit removal without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure. Backfilling against walls of Type I or Type II cement shall not take place for a minimum of 7 days. Backfilling against walls of Type III cement shall not take place until the flexural beam strength has reached 500 psi or the wall has cured for 5 days. 410 Rev. 09/30/87 Page 14 Concrete Structures 1 1 1 1 1 1 1 ,1 1 1 1 1 1 1 1 1 1 1 1 410.24 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. 410.25 Finishing Exposed Surfaces (1) Ordinary Surface Finish 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 spelled areas shall be corrected by chipping away all loose or broken matenal to sound concrete. (2) Rubbed Finish 410 Rev. 09130/87 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 spells 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 Yz 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 gnnding and/or dry rubbing. Grease, oil, dirt, curing compound, etc., shall be removed from surfaces requiring a higher grade of finish. Discolorations resulting from spillage or splashing of asphalt, paint or other similar material shall be removed. Repairs shall be dense, well bonded and properly cured and when made on surfaces which remain exposed and do not require a higher finish, shall be finished to blend with the surrounding concrete. Unless otherwise indicated Ordinary Surface Finish shall be the final finish for the following exposed surfaces: inlets, manholes, sewer appurtenances, inside of culvert barrels, bottom of bridge decks between beams or girders, ver- tical and bottom surfaces of interior concrete beams or girders. In general, the following areas shall require a rubbed finish and shall receive a first and second rubbing: (a) The top, exterior and roadway facia of curbs and parapet walls. (b) All concrete surfaces of railing. (c) The exterior vertical facia of slab spans, rigid frames, arches and box girders. (d) The outside and bottom surfaces of facia beams or girders (except precast concrete beams). (e) The underside of overhanging slabs to the point of juncture of the supporting beams. (f) All vertical surfaces of piers, columns, bent caps, abutments, wingwalls and retaining walls which are exposed to view after all backfill and embankments is placed. (g) Exposed formed surfaces of inlet and outlet structures on culverts, transition structures, headwalls and inlets. (h) Such other surfaces specified elsewhere to receive a rubbed finish and such additional surfaces 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 End (3) 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. Special Surface Finishes Striated, exposed aggregate and other special surface finishes shall conform to Item No. 411, "Surface Finishes for Concrete' and/or with the requirements indicated. 410.26 Measurement and Payment No direct measurement or payment will be made for the work to be done or the equipment to be fumished under this item, but shall be considered subsidiary to the particular items required by the bid. Ref. 401, 403, 405, 406, 408, 409, 411, 425, 438, 720 410 Rev. 09/30/87 Page 16 Concrete Structures 411.1 Description This item shall govem for the furnishing of all materials and the application by the methods of construction indicated for the application of a surface finish to concrete. 411.2 Materials (1) Masonry Sand Masonry sand shall conform to ASTM C 144. (2) White Cement White cement shall conform to ASTM C 150. (3) Portland Cement All cement unless otherwise indicated shall be Portland Cement conforming to ASTM C 150. (4) Membrane Curing Membrane curing shall conform to Item No. 409, "Membrane Curing ". (5) Adhesive Grout This subsection sets forth the requirements for three epoxy adhesives with different viscosities designed to bond fresh Portland Cement concrete to existing Portland Cement concrete, hardened concrete to hardened concrete and steel to fresh or hardened concrete. These adhesives are as follows: Type V: Standard (medium viscosity) for applying to horizontal and vertical surfaces. This material is suit- able for surface sealing of fine cracks in concrete. Type VI. Low viscosity for application with spray equipment to horizontal surfaces. Type VII: Paste consistency for overhead application and where a high buildup is required. This material is suitable for surface sealing of cracks in concrete which are veed out prior to sealing and for grouting of dowel bars where clearance is 'As inch or less. (a) Mixing Ratio: The ratio of resin and hardener components to be mixed together to form the finished adhesive shall be either 1 to 1 or 2 to 1 by volume. Any specific coloring of resin and /or hardener components desired will be stated by the Engineer. Fillers, pigments, and thixotropic agents. All fillers, pigments and /or thixotropic agents in either the epoxy resin or hardener component must be of sufficiently fine particle size and dispersed so that no appreciable separation or settling will occur during storage. Any fillers present in the low viscosity version must be of such a nature that they will not interfere with application by spray equipment or abrade or damage such equipment. The concrete adhesive shall contain no volatile solvents. (b) Consistency: The adhesives shall comply with the following: Pot Life at 77 F, minutes, minimum — 30 Set Time at 77 F, hours, maximum — 12 (Time required to attain 180 psi) Type V 400 Maximum Item No. 411 Surface Finishes for Concrete Type VI Type VII Viscosity of mixed adhesive at 77 . 1 F, Poises trowel or spatula without difficulty 150 Maximum must be sufficiently fluid to apply by Page 1 04/17 ;86 411 ( Thixotropy test shall be performed at both 77 and 120 F. Average thickness of cured adhesive remaining on test panel, mils minimum. Type V Type VII 30 45 Samples of the Individual components in sealed containers shall be maintained at 115 ± 3 F for 2 weeks. The mixed adhesive prepared from these samples must still comply with the minimum thixotropy requirements. The viscosity of the Type V and Type VI versions must not show an increase of more than 20 percent compared with the viscosity prior to the stability test. The Type VII adhesive must still be sufficiently fluid to apply by trowel or spat- ula without difficulty. (c) Physical Properties of the Cured Adhesive Property Requirements Adhesive Shear Strength, psi, minimum 2200 Water Gain, percent by weight, maximum 0.20 Ability to bond fresh Portland Cement Concrete 400 to cured Portland Cement concrete, psi, minimum (7 days cure time) Synthetic Resin Paint Type X Epoxy: This is a high solids epoxy coating designed for application by brush or roller. The materials can also be applied by airless spray by addition of a maximum of 5 percent toluene solvent at the direction of the Engineer. Raw Materials The basic raw materials to be incorporated into this coating are listed below, along with the specific requirements for each material. The final decision as to the quality of materials shall be made by the Engineer. After the Engineer has approved the brand names of raw materials proposed by the Contractor, no subsitution will be allowed during the manufacture without prior approval of the Engineer. Epoxy Resin The basic epoxy resin used in the formulation shall be an unmodified liquid resin conforming to the following chemi- cal and physical requirements: Viscosity at 25.0 ± 0.1 C, cps. 7,000 to 10,000 Weight per epoxy equivalent, gms per gm — mole 175 to 195 Color (Gardner Number), maximum 5 Hydrolyzable chlorine, maximum percent by weight 0.2 Specific gravity, 25/25 degrees 1.14 to 1.18 Test methods to be used in determining these qualities are listed below: (a) Viscosity — Test for Kinematic Viscosity (ASTM Designation: D 445). (b) Weight per Epoxy Equivalent — Test for Epoxy Content of Epoxy Resins (ASTM Designation' D 1652). (c) Color — Test for Color of Transparent Liquids (Gardner Color Scale) (ASTM Designation: D 1544). (d) Hydrolyzable Chlorine — Test for Hydrolyzable Chlorine Content of Liquid Epoxy Resins (ASTM Desig- nation: D 1726). (e) Specific Gravity — Method of Test for Density of Paint, Varnish, Lacquer and Related Products (ASTM Designation: D 1475) 411 04/17/86 Page 2 Pigment Titanium Dioxide Extender The titanium dioxide used in this formulation shall be equivalent to DuPont R -900. This shall be a pure, chalk - resistant, rutile titanium dioxide meeting the requirements of ASTM D 476, Type III. The extender used in this formulation shall be Nyad 400, manufactured by Interpace Pigments. Specific require- ments are as follows: Particle size distribution: Minimum Maximum Minus 20 microns, percent by weight 95 Minus 10 microns, percent by weight 70 80 Minus 5 microns, percent by weight 40 50 Minus 3 microns, percent by weight 30 40 Minus 1 micron, percent by weight 14 20 Oil Absorption (rub out, lbs/100 lbs) 25 maximum Brightness (G.E.) 92.5 minimum 411.3 Grade of Finish (1) General The grade and/or class of finish shall be as descnbed herein and as indicated. "Grade" of finish designates the areas to which a higher finish is to be applied beyond the requirements of an Ordi- nary Surface Finish. Four grades of finish are included herein. "Class" of finish designates the materials or the process to be used in providing the grade of finish. Three classes of finish are included herein. For structures and surfaces not described herein under grade of finish, a class of finish only may be indicated Where neither a grade nor class is specified, an Ordinary Surface Finish only will be required as specified in Item No. 410, "Concrete Structures ". Where the plans specify a grade and class of finish, i.e., Grade II, Class C, only that type of finish shall be furnished. Where the plans specify a grade of finish only, i e., Grade I Finish, any of the classes of finish may be furnished. Only one class of finish shall be furnished on any individual structure, twin structures or on structures in close proximity to each other, except as specified for prestressed concrete members below. (2) Grade I The following areas shall receive a Class A, B or C (two rub) Finish, except that prestressed members shall receive either a Class A or B Finish only. All concrete surfaces of railing, including the parapet types; exterior vertical faces of slabs, slab spans, arches and box girders; the outside and bottom surfaces of fascia beams or girders (including prestressed members); the under- side of overhanging slabs to the point of juncture of the supporting beam; all exposed vertical surfaces of bents and piers and bottom surfaces of bent caps; all exposed surfaces of tie beams, abutments, bridge wingwalls, culvert headwalls and wingwalls and retaining walls exposed to view after all backfill and embankment is placed. Unless otherwise indicated, the underside of the slab of slab spans shall be finished its entire width Unless otherwise indicated, exposed surfaces of pump houses and other miscellaneous concrete surfaces shall receive a Class A, B or C (one rub) Finish. (3) Grade II All concrete surfaces of railing, including the parapet types, all exposed surfaces of bridge wingwalls and the exterior vertical faces of slabs and slab spans shall receive a Class A, B or C (two rub) Finish. All other surfaces described Page 3 04 17 86 411 under Grade I Finish shall receive a Class A or B finish only. The underside of slab spans shall receive an Ordinary Surface Finish only. (4) Grade 111 All concrete surfaces of railing, including the parapet types, all exposed surfaces of bridge wingwalls and the exterior vertical faces of slabs shall receive a Class A, B or C (two rub) Finish. All other surfaces described under Grade I Finish shall receive an Ordinary Surface Finish. (5) Grade IV The top and roadway faces only of all concrete railing, including the parapet types, and bridge wingwalls shall re- ceive a Class A, B or C (one rub) Finish. All other surfaces described under Grade I shall receive an Ordinary Sur- face Finish. 411.4 Class of Finish The Class of Finish designates either an adhesive grout material, a paint -type material or a rubbing process applied to surfaces specified in "Grade of Finish ", as required above and /or as indicated. Unless otherwise indicated, the color shall be concrete gray. (1) ClassA This finish shall consist of an adhesive grout textured coating with a minimum' /i inch thickness, composed 011 part white cement, 1 part natural (gray) cement, 2 parts masonry sand, 1 part (latex) emulsion and enough water to form a viscous slurry of a consistency that may be applied by spray gun, brush or roller without appreciable running or sagging. The proportions of white and gray cement may be varied slightly to obtain the desired color. Gradation of the masonry sand shall be as required to produce a texture satisfactory to the Engineer. Prepackaged materials meeting these requirements and acceptable to the Engineer as to color, texture and appear- ance will be permitted. (2) Class B The finish shall be a paint -type material, consisting of a synthetic resin, containing fibrous as well as texturing pig- ments, which when applied by a 1 coat spray application at the rate of 45 x 5 square feet per gallon wit yield an acceptable textured coating. Certification by the manufacturer of the above materials will be required. (3) Class C This finish shall consist of a one rub or two rub system, as the case may be, meeting the requirements set forth below under "Construction Methods ". 411.5 Approval of Surface Finishing Materials The material to be furnished shall meet the requirements of SDHPT Specification D -9 -8110, "Structural Coatings ", latest revision. In addition to the above, the manufacturer shall furnish the following: (1) At the time of original request for approval of the surface furnishing material, the manufacturer shall supply a 1 gallon sample of the material to the Engineer /Architect, if requested. (2) Each 6 months after approval of the material, the manufacturer shall furnish a notarized certification indicating that the material originally approved has not been changed or altered in any way. Any change in formulation of a surface finish shall require retesting prior to use. The Engineer may request additional information to be submitted such as infrared spectophotometry scan, solids content, etc., for further identification. A change in formula discovered by any of the tests prescribed herein or by other means and not reported and retested, may be cause to permanently bar the manufacturer from furnishing surface finish materials for City work. The City reserves the right to perform any or all of the tests required by this specification as a check on the tests reported by the manufacturer. In case of any variance the City tests will govern. 411.6 Construction Methods Prior to application of any of the finishes required herein, concrete surfaces shall be given an Ordinary Surface Finish For Class A and 6 materials, concrete surfaces shall be clean and free of dirt, grease, curing compound or any other bond breaking sub- 411 04/17/86 Page 4 stance. Class A shall be applied on moistened surfaces but Class B requires a dry surface. The temperature of the atmosphere, concrete and compound shall be above 50 F for Classes A and B at the time of application. The finished surfaces shall be protected against rain or freezing for a period of 24 hours after application. Class A materials shall be applied by spraying, by roller or by brush. Class B materials shall be applied by spraying only. All applications shall provide an acceptable texture of the proper coverage. The Class A and B material shall be applied after all preparation work required by Ordinary Surface Finish has been completed. The Class C Finish shall be performed with a carborundum stone as follows, after all preparatory work required by Ordinary Surface Finish has been completed. For a two rub system, the first rubbing shall bring the wetted concrete face to a paste and produce a smooth dense surface without pits, form marks or other irregularities. The use of cement or grout to form the paste will not be permitted. Striping with a brush and washing after the first rubbing will not be required. Chamfer lines shall be finished during the second rubbing. The first rubbing shall be done soon after form removal. Membrane curing, if used, shall be applied after the first rub is complete. Pnor to the second rubbing, any remaining curing membrane shall be removed from the surface by brushing, buffing or other satisfactory methods. The second rubbing shall be performed when conditioning the structure for final acceptance. The specified surfaces shall be cleaned of drip marks and discolorations and given a final rubbing. The surface shall be striped neatly with a brush and the paste allowed to take a reset, after which the surfaces shall be washed with clean water leaving them with a neat and uniform appearance and texture. For a one rub system, the rubbing requirements shall be the same as for the first rub above, except chamfer lines shall be finished and the paste spread uniformly, striped with a brush and allowed to take a reset after which the surfaces shall be washed with clean water leaving them with a neat and uniform appearance and texture. 411.7 Special Surface Finishes (1) General When special surface finishes are required for retaining walls, panels, copings or similar construction, the Contractor shall prepare sample panels for approval of the finish and the method of application. Unless otherwise indicated, panel or pattern arrangement and dimensions may be varied to achieve a more pleasing appearance or to utilize forming material more efficiently when approved by the Engineer;Architect. Aggregates, materials, variation of panel or pattern arrangement, dimensions and other features affecting the work shall be approved prior to start of the work. (2) Striated Finish The striated (grooved) pattern shall be as indicated or as approved by the Engineer /Architect. The finish shall be made by lining the forms with striated sheets of plywood, plastic, fiberglass, metal or other mate - nal acceptable to the Engineer /Architect. The striations on the panels shall be of a smooth, wide pattern, not sharp or angular. A chamfer groove shall be used along all edges of each panel. All ties, bolts or other forming accessories shall be located along the chamfer grooves or panel edges. (3) Exposed Aggregate Finish Exposed aggregate panels may be either raised, recessed or as indicated with the sides of each panel chamfered as directed by the Engineer /Architect. The aggregate used for this finish shall be approved by the Engineer /Architect. Unless otherwise indicated, aggre- gate shall conform to the grading requirements of Grade 2 aggregate except that a minimum of 50 percent shall be retained on the 3 /4 inch sieve. Gravel of predominately rounded particles shall be used, except that when indicated or approved by the Engineer /Architect in writing, crushed stone may be used. The aggregate shall be large enough to remain firmly anchored in the face of the final product. The depth shall be 1/4 inch minimum to '/z inch maximum, unless otherwise indicated or directed by the Engineer.'Architect. A surface retarder that penetrates the concrete approximately 14 Inch shall be applied to the forms or concrete sur- face as an aid in achieving the desired finish. Wood forms may require 2 or 3 coatings to compensate for absorption. Form joints shall be taped or caulked to prevent escape of the retarder during placing operations. Treated form surfaces shall be protected from sun and rain while exposed to the atmosphere. In case of high humid- Page 5 0417 86 411 End ity or if ram has dampened the forms prior to placing concrete, a reapplication of the surface retarder may be re- quired to provide uniform coverage of the retarder on the forms. Adjacent areas of fresh concrete not requiring exposed aggregate finish shall be protected when the retarder is applied. The finish shall be obtained by sandblasting, bush hammering, water blasting or other methods, as approved by the Engineer /Architect. Horizontal surfaces may be finished by combination of brushing and washing, but only after the concrete has set sufficiently to prevent loosening of the aggregate. Unless otherwise directed by the Engineer /Architect, forms for surface requiring exposed aggregate finish shall be removed 12 to 15 hours after concrete placement. The exposed aggregate operation shall be accomplished Imme- diately after form removal. Except for the time required for obtaining the exposed aggregate finish, curing of all sur- faces shall be maintained for the minimum 4 day curing time. All surfaces shall be either water cured or may be cured with an approved clean membrane compound. If water curing is used, it shall be followed by a clear membrane curing compound conforming to Item No. 409, "Membrane Curing ". Care shall be taken to ensure proper vibration at all points of concrete placement to prevent honeycomb or segrega- tion of the materials. Vibration shall be done in such a manner as to provide adequate penetration of previously placed concrete lifts. Care shall be taken to prevent contact of the vibrator with the face form. 411.8 Measurement and Payment No direct measurement or payment will be made for the work to be done, the equipment or materials to be furnished under this item, but shall be considered subsidiary to the particular items required by the plans and the contract. 411 04/17/86 Page 6 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. 430.2 Materials (1) Concrete Concrete shall conform to Class A Concrete as indicated in Item No. 403, "Concrete for Structures" or Item No. 360, "Concrete Pavement" when the curb and gutter is placed integral with the pavement. (2) Reinforcing Steel Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". (3) Expansion Joint Materials Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, " Merbrane Curing ". (5) Flexible Base Aggregate shall conform to Item No. 210, "Flexible Base ". 430.3 Construction Methods 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/ 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 3 /a 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, 'h inch in diameter and 24 inches in Length, shall be installed at each expansion joint. Sixteen inches of one end of each dowel shall be thoroughly coated with hot oil, asphalt or red lead, so that it will not bond to the 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' inch nor less than'/ 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 Curing ". After a minimum of 3 days curing and before placing the final course base, the curb shall be backfilled to the full height of the concrete, tamped and sloped as directed by the Engineer. The top 4 inches of backfill shall be of clean topsoil, free of stones and debris conforming to 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 foot for "Concrete Curb and Gutter ", which price shall be full compensation for all work as set forth and described under payment Method A, 8, 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 price shall be full compensation for fine grading, for furnishing and placing reinforcing steel, dowels, expansion joint material, curing material, backfilling and for all other materials, manipulations, labor, tools, equipment and incidentals 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 material, curing material, backfilling and for other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under one of the following: Pay Item No. 430 - A: Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 - Concrete Curb and Gutter — Per Linear Foot. Pay Item No. 430 - Concrete Curb — Per Linear Foot. Pay Item No 430 - 13: Concrete Curb — Per Linear Foot. End 430 04/17/86 Page 2 432.1 Description Item No. 432 Concrete Sidewalks This item shall consist of concrete sidewalks composed of Portland Cement concrete, constructed as herein specitled on an approved subgrade, in conformity to the lines grades and details indicated or as established by the Engineer All sidewalks and accessible routes shall conform to the State Standards Number 411 432.2 Materials (1) Concrete Concrete shall be Class A Concrete conforming to Item No 403. Concrete for Structures'. (2) Reinforcing Steel and Welded Wire Fabric 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' 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 he 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 backfhll 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 thor- oughly oiled with a light form oil. Expansion )Dint material'/. 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 10101 material shall be placed vertically and shall extend the full depth of the concrete. Maximum spacing of expansion Joints shall be 40 feet as I ndicated or as directed by the Engineer Weakened plane Joints shall be spaced at 5 feet on center Normal dimen- sions of the weakened plane Joints shall be , inch wide and , i/r 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 1 layer of 6 > 6 — W 1 4 • W 1 4 wire fabric or #3 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 as 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 camel hair brush or wood Iloat to a gritty texture unless otherwise indicated The outer edges and Joints shall be rounded with approved tools to a i■ inch radius Care will be exercised to prevent loss of dummy Joints or rounded edges when applying the brush finish The finished concrete, while still plastic, shall be stamped with an impression having the Contractor's 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, 432 Rev, 09130/87 Page 1 Concrete Sidewalks At the proper time after finishing, the surface shall be protected by a membrane compound curing agent or by wetting cotton or budap mats, conforming to Item No. 409, "Membrane Curing ". The sides of the concrete shall be cured in the forms. 9 the forms are removed during the curing process, the cunng 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 Control" All necessary excavation, filling and grading of the slopes adjacent to the completed concrete sidewalks will be considered inci- dental 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 wurk 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 subgrade; for furnishing and plac- ing all materials, including cushion material, all reinforcing steel, joints, expansion Joint materials and for any other materials, manipulations, labor, tools, equipment, finishing, cunng and Incidentals necessary to complete the work. Payment will be made under one of the following: End Pay Item No. 432-4: Concrete Pay Item Na 432 -5: Concrete Pay Item No. 432.6: Concrete Pay Item Na 432.7: Concrete Pay Item Na 432•R1: Concrete Pay Item No. 432•R2 Concrete Pay Item No. 432 —V: Ref: 403, 406, 408, 409, 410, 432, 604 432 Rev. 09130187 Sidewalks, 4 Inch —Per Square Foot. Sidewalks, 5 Inch —Per Square Foot. Sidewalks, 6 Inch— Per Square Foot. Sidewalks, 7 Inch — Per Square Foot. Sidewalk Ramp Type 1 — Per Each. Sidewalk Ramp, Type 2 — Fer Each. Concrete Sidewalks, thickness varies — per square foot. Page 2 Concrete Sidewalks 1 1 1 1 1 1 1 1 r1 1 1 1 1 1 1 1 Item No. 433 Concrete Driveways 433.1 Description This item shall consist of concrete driveways, composed of Portland Cement concrete, constructed as herein specified on an approved subgrade, in conformity to the lines, grades and details indicated or as established by the Engineer /Architect. 433.2 Materials (1) Concrete Concrete shall be Class A and shall conform to Item No 403, "Concrete for Structures ". (2) Reinforcing Steel Reinforcing steel and welded wire fabric shall conform to Item No. 406, "Reinforcing Steel ". (3) Expansion Joint Materials Expansion Joint materials shall conform to Item No. 408, "Expansion Joint Materials ". (4) Membrane Curing Compound Membrane curing compound shall conform to Item No. 409, "Membrane Curing ". (5) Cushion The Cushion shall be crusher screenings, gravel or coarse sand 433.3 Construction Methods All forms and forming, placement of reinforcement, placement of concrete, form removal, finishing and curing shall conform to Item No. 410, "Concrete Structures ". The subgrade shall be excavated and shaped to the lines, grades and cross sections indicated or as directed by the Engineer/ Architect and shall be thoroughly compacted conforming to Item No. 201, "Subgrade Preparation ". A 2 inch minimum compacted thickness cushion shall be spread, wetted thoroughly, tamped and leveled. The cushion shall be moist at the time the concrete is placed. If the subgrade is undercut or natural ground is below top of subgrade the necessary backfill shall be made with an approved material and compacted with a mechanical tamper. Hand tamping will not be permitted. Where the subgrade is gravel or 70 percent of which is rock. the 2 inch cushion need not be used The Engineer /Architect will determine if the subgrade meets the above requirements. Forms shall be metal of a section satisfactory to the Engineer+Architect or wood not less than 2 inches nominal thickness for straight runs and 1 inch nominal thickness for radius of a section satisfactory to the Engineer; clean, straight, free from warp and of a depth equal to the thickness of the finished work. All forms shall be securely staked to line and grade and maintained in a true position during the depositing of concrete. Before concrete is placed, forms shall be thoroughly oiled with a light form oil. Expansion joint material, ./4 inch thick, shall be provided where the new construction abuts the existing sidewalks or driveways or as directed by the Engineer /Architect. The expansion joint material shall be placed vertically and shall extend the full depth of the concrete. Similar expansion material shall be placed around all obstructions protruding through the driveway. Dummy joints shall be on 10 foot centers or as directed by the Engineer /Architect. Normal dimension of the weakened plane groove joints shall be' inch wide and Y.t inch deep. Reinforcement for Type I driveways shall consist 011 layer of 6 x 6 — W 1.4 x W 1.4 wire fabnc or No. 3 bars placed not more than 18 inches on center, both directions. Reinforcement for Type II driveways shall consist 011 layer of 6 x 6 — W 2.9 x W 2.9 wire fabric or No. 3 bars placed not more than 18 inches on center, both directions. All reinforcements shall be placed equidistant from the top and bottom of the concrete. Care shall be exercised to keep all steel in its proper position during the depositing of concrete. Splices in wire fabric shall overlap sufficiently to allow two pairs of transverse wires to be tied together and no splice of less than 6 inches will be permitted. Splices in the No. 3 bars shall have a minimum lap of 12 inches. Concrete shall be placed in the forms and spaced, tamped and thoroughly compacted until it entirely covers the surface and has a monolithic finish. The top surface shall be floated and troweled to a uniform smooth surface, then finished with a camel hair brush or wood float to a gritty texture. The outer edges and joints shall be rounded with approved tools to a inch radius. Care shall be exercised to prevent loss of dummy joints or rounded edges when applying the brush finish. Page 1 04/17/86 433 At the proper time after finishing, the surface shall be protected by a membrane compound curing agent or by wetting cotton or burlap mats. Either method shall be subject to approval by the Engineer /Architect. Traffic shall be barricaded from using the .driveway for a minimum of 4 days after initial placing and may be opened to traffic only with approval of the Engineer /Architect All necessary excavation, filling and grading of the slopes, adjacent to the completed driveways, will be considered incidental work pertaining to this item and will not be paid for directly. The adjacent excavation and grading of the slopes shall be done with topsoil conforming to Item No. 604, "Seeding for Erosion Control', in a manner acceptable to the Engineer /Architect. 433.4 Measurement Accepted work performed as prescribed by this item will be measured by the square foot of surface area of concrete. 433.5 Payment The work performed as prescribed by this item will be paid for at the unit price bid per square foot for "Concrete Driveways ", which price shall be full compensation for preparing the subgrade; for furnishing and placing all materials, including cushion, all reinforcing steel and expansion joint materials and tor any other materials, manipulations, labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under: Pay Item No. 433: Type End 433 04/17/86 Page 2 Concrete Driveways — Per Square Foot. 436.4 Measurement Item No. 436 Concrete Valley Gutters 436.1 Description 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 Materials (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 and'or 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 ?hi 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 '/< 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 dunng 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'/ 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. Accepted work performed as prescribed by this item will be measured by the square foot 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 04 436 436.5 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 price 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 2 510.1 Description This item shall consists of furnishing 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 Edwards Aquifer Protection ordinance when applicable and the Standard Specifications for Cuts in the Public Right of Way for existing streets. The pipe shall be of the sizes, types, class and dimensions indicated or as designated by the Engineer and shall include all Joints or connections to new or existing mains, pipes, sewers, manholes, Inlets, structures, eta, as may be required to complete the work in accordance with specifications and standard published practices of the trade associations for the material specified and to the lines and grades indicated. This item shall consist of pumping, bailing, drainage and Trench Safety Systems for trench walls when indicated. Unless otherwise provided, thls item shall consist of the removal and disposition of trees, stumps and other obstructions, old structures or portions thereof such as house foundations, old sewers, masonry or concrete walls, the plugging of the ends of abandoned piped utilities cut and left in place and the restoration of existing utilities damaged in the process of excavation, cutting and restoration of pavement and base courses, the furnishing and placing of select bedding, backfilling and cement or lime stabilized backfill, the hauling and disposition of surplus materials, bridging of trenching and other provisions for maintenance of traffic or access as indicated. 510.2 Materials (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, vegeta- tion or other debris, conforming to ASTM C 33 for stone quality. Size gradation shall conform to ASTM C 33 No. 57 or No. 67 or the following table: (b) Foundation Rock Foundation rock shall be well graded coarse aggregate ranging in size from 2 to 8 inches. (c) Flexible Base Flexible base shall conform to Item No. 210, "Flexible Base ". (3) Fine Aggregate (a) Concrete and Mortar Sand Fine aggregate shall be Grade 1 and shall conform to Item No. 403, "Concrete for Structures ". (b) Bedding Sand Sand for use as pipe bedding shall be clean, granular and homogeneous material composed mainly of mineral matter, free of mud, silt, clay lumps or clods, vegetation or debris. The material removed by decantation SDHPT Test Method Tex - 406 - A, plus the weight of any clay lumps, shall not exceed 4.5 percent by weight. 510 Rev 09/30/87 Page 1 GRADATION TABLE SIEVE SIZE PERCENT RETAINED BY WEIGHT 1V" 0 1" 0 -10 h" 40 - 85 #4 90 -100 #8 95 -100 Item No. 510 Pipe Pipe (4) Soil Cement Soil cement bedding shall consist of a mixture of approved soil, cement, water and approved admixtures. The soil cement mixture shall have a minimum 14 day compressive strength of 120 psi and a maximum shrinkage of 5 per- cent. The mix design and the results of mix testing, both done by an independent testing laboratory acceptable to the Owner, shall be submitted to the Engineer for approval prior to construction. The water content shall not exceed that required to provide a mix that will flow, can be pumped and will maintain the soil in suspension while being placed. The soil cement bedding shall be placed such that all voids are filled. Soil for the soil cement bedding shall meet the following requirements: a. A minimum of 80 percent by dry weight shall pass a #4 sieve. b. Between 5 percent and 30 percent shall pass a #200 sieve. c. The soil material shall have a plasticity index of 3 or less. d. The maximum size of any clay balls in the soil shall be Y inch. Class C or Class F fly ash may be used as an admixture. The fly ash shall meet the requirements of ASTM C 595, C 618 and the supplier's certificate as to the analysis and composition shall be furnished. Botching equipment shall be provided to obtain the proper weights of soil, cement, water and admixture. All measur- ing devices shall be sensitive to a 2 percent variation above or below the actual weights required. The mixers used for mixing the soil cement bedding shall be designed and operated so that the soil cement dis- charged from the mixer is uniform in compaction and consistency throughout each batch. (5) Pea Gravel (7) 510 Rev. 09 /30187 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 1500 ohm/cm. Size gradation of sand for bedding shall be as follows: 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: Cement Stabilized Backfill SIEVE SIZE #60 #100 SIEVE SIZE i/4" GRADATION TABLE PERCENT RETAINED BY WEIGHT 0 75 - 100 95 -100 GRADATION TABLE PERCENT RETAINED BY WEIGHT 0 0 -25 90 -100 (6) Select Backf 111 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 SDHPT 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 embank- ments, if applicable. All unsuitable materials should be dried or modified to make them suitable for use, as required. When indicated or directed by the Engineer, all backfill shall be with cement - stablized backfill rather than the usual materials. Unless otherwise indicated, cement stablized backfill matenal shall consist of a mixture of the dry constitu- Page 2 Pipe ents 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 Water pipe in or near structures, landscaped areas, pedestrian or vehicular traffic areas within utility easements or other private property shall be Ductile Iron Pipe or Thickness Class 52 wrapped as indicated, except for sizes over 24 inches, Concrete Pressure Pipe, Steel Cylinder Type, conforming to the requirements of AWWA C -301 will be ac- ceptable. There may be no service connections to Concrete Pressure Pipe installed in these areas. All service tubing (3/4 inch thru 2 lnches) installed in any such private property shall be 150 psi annealed seamless Type K copper tubing with no sweat or soldered joints. The quality of materials, the process of manufacture and the finished pipe shall be subject to inspection and approval by the Engineer at the pipe manufacturing plant and at the project site pnor to and during installation. (a) Asbestos Cement 1. Asbestos cement water pipe shall conform to AWWA C-400, Class 200. Asbestos cement wastewater pipe shall conform to ASTM C -428, Class 2400, Type II. 2. Size Nominal sizes from 6 to 12 inches. 3. Pipe and Gasket Marking All components of AC pipe shall be marked with the manufacturer's identification, size, year of manufac- ture and the class of pipe and the test mark or test pressure (b) Iron Pipe Ductile Iron Pipe shall conform to AWWA C -151 of the class indicated. Pipe shall be cement lined and outside standard coated conforming to AWWA C -104. 1. Ductile Iron and Gray Iron Fittings Fittings shall conform to AWWA C -110 and may be bell and spigot, mechanical joint, flanged or push -on joint. Fittings shall be cement lined and outside standard coated in accordance with AWWA C -104. 2. Joint Materials All gaskets shall conform to AWWA C -111. Jointing 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. Bolts for flanged or mechanical joints shall be stainless steel or corrosion resistant, low alloy, high strength steel bolts. Tee -head bolts, hex -head bolts and all nuts shall be marked for ready visual identifi- cation and conform to AWWA C -111. In the event that corrosion resistant bolts are not available and the use of carbon steel bolts is permitted, they must be coated as follows: Nuts and bolts shall be immersed in Koppers Super Tank Solution, inserted and tightened in the joint while still wet and all exposed parts touched up with a brush coat immediately after tighten- ing. After an interval of at least 1 hour, the entire joint shall be coated with 1 inch minimum thick- ness of mortar or 2 coats of Koppers Bitumastic #50 or approved equal. 3. Polyethylene Wrap All iron water pipe and fittings shall be wrapped with 8 - mil (minimum) polyethylene film meeting AWWA C - 105, with all edges and laps taped securely to provide a continuous wrap to prevent contact between the pipe and the surrounding backfill and bedding material. Repair rips, punctures or other damage to the polyethylene with adhesive tape. 4. Marking Each pipe joint shall be marked with the pipe class, manufacturers identification, year manufactured and "Ductile" or "DI': 510 Rev. 09/30/87 Page 3 - Pipe 510 Rev 09/30/87 (c) Concrete 1. General Pipe shall conform to ASTM C 76 for Circular Pipe. Concrete pipe smaller than 12 inches in diameter shall conform to ASTM C 14, Extra Strength. All pipe shall be machine made or cast by a process which will provide uniform placement of the concrete in the form and compaction by mechanical devices which will assure a dense concrete. Concrete shall be mixed in a central batch plant or other approved hatch- ing facility from which the quality and uniformity of the concrete can be assured. Transit mixed concrete will 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 -nng joint design. Wastewater pipe shall be of the 0 -ring joint design. 2. Marking Each joint of pipe shall be marked with the pipe class, the date of manufacture, the manufacturer's name or trade mark, diameter of pipe and orientation, if required. Pipe marking shall be waterproof and conform to ASTM C 76. Marking of Life Design shall be included on wastewater pipe. 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 above in "Mortar". b. Cold Applied Preformed Plastic Gaskets Cold Applied Plastic Gaskets shall be suitable for sealing joints of tongue and groove con- crete pipe. The gasket sealing the joint shall be produced from blends of refined hydrocar- bon resins and plasticizing compounds reinforced with inert mineral filler and shall contain no solvents, irritating fumes or obnoxious odors. The gasket joint sealer shall not depend on oxidizing, evaporating or chemical action for its adhesive or cohesive strength and shall be supplied in extruded rope form of suitable cross section. The size of the plastic gasket joint sealer shall be in accordance with the manufacturer's recommendations and sufficient to obtain squeeze -out around the joint. The gasket joint sealer shall be protected by a suitable removable wrapper designed 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 Bitumen (petroleum plastic content) (% by weight) Ash -inert Mineral Water (% by weight) Volatile Matter (at 325 F) (% by weight) Test Method Typical Analysis ASTM D 4 50 - 70 Tex - 526 - C 30 - 50 Tex -506 -C 2.0 Maximum The gasket joint sealing compound when immersed for 30 days at ambient room tempera- ture 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 H,S solution shall show no visible deterioration. The physical properties of the gasket joint sealing compound as shipped shall meet the fol- lowing requirements: Page 4 Pipe 510 Rev. 09130187 Typical Analysis Property Test Method Minimum Maximum Specific Gravity at 77 F ASTM D 71 1.20 1.35 Ductility at 77 (cm) Minimum Tex -503 -C 5.0 Softening point at 77 F Minimum Tex -505 -C 320 F - Penetration: - 32 F (300 g) 60 sec Tex -502 -C 75 77 F (150 g) 5 sec Tex -502 -C 50 120 115 F (150 g) 5 sec Tex -502 -C 150 Flashpoint C.O.C. F Tex -502 -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 any foreign matter, lumps, 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. Rubber 0 -ring gaskets shall be stretched uniformly in the joint. No hori- zontal or vertical angles in the alignment of waste water 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 struc- tural Integrity. The collar shall be 6 inches minimum, reinforced with 44 bars on a 1 foot center both directions. Builders hardware cloth may be used on the outside of the joint to aid in holding cementing materials in place. Plywood, fiberboard or other materials placed on the inside of the pipe as formwork shall be removed as soon as the joint materials have obtained initial set, after which the inside surface of the pipe joint shall be finished smooth and true to the line and grade established. The Contractor may use prefabricated bends meeting the specification requirements in lieu of field fabricated bends. All bends shall be watertight, have a smooth flow line and be equal or greater in strength to the adjacent pipe. Horizontal or vertical bends in wastewater lines shall be accomplished by use of manholes. With the Engineers approval, bends may be constructed using beveled radius pipe joints or deflected straight pipe meeting the manufacturers recommended minimum radius of curvature. 6. Sulfide and Corrosion Control All concrete pipe used for wastewater installations shall be protected from sulfide and corrosion damage by using limestone aggregate or wall thickness pipe which meets the 100 year life design. (d) Concrete Steel Cylinder (CSC) Pipe 1. General Requirements The Contractor shall submit to the Engineer for approval along with other required data a tabu- lated 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 will 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. Hydrostatic testing of concrete steel cylinder fittings during fabrication will not be required. 2. Design and Inspection Where not otherwise indicated, concrete steel cylinder pipe shall be Class 150, designed to with- stand a vacuum of not less than 28 feet of water in addition to other loads. Valve reducers, tees and outlets from a pipe run shall be designed and fabricated so that all stresses are carried by the steel plate forming the fitting or outlet. Concrete steel cylinder pipe shall meet one of the following specifications: AW WA C -301 — Any Size 'AW WA C -303 — 24 inch maximum size ' Page 5 Pipe All pipe flanges shall conform to AWWA C -207, requirements for standard steel flanges of pres- sure classes corresponding to the pipe class. Pipe to be Installed in a tunnel or encasement shall be manufactured with 1 inch thick by 24 inch wide skid bands of mechanically impacted mortar in addition to the normal coating. All concrete steel cylinder fittings shall be constructed of steel plate of adequate strength to with- stand 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 V inch for 16 inch pipe and 3/4 inch for sizes larger than 16 inch pipe. Where It Is impractical to place such concrete protection on interior surfaces of small outlets, 2 coats of "Bitumastic Tank Solution' shall be applied. No fitting shall be made by cutting of standard pipe, except that outlets of less than 75 percent of the pipe diameter may be placed in a standard pipe. Beveled spigots may be placed on standard pipe. 3. Joint Materials Joints shall be of the rubber gasket type conforming to the applicable standards. The inside and outside recesses between the bell and spigot shall be completely filled with Cement Grout in ac- cordance with the pipe manufacturer's recommendations. Grout materials for Jointing such pipe, unless otherwise indicated, shall be as described herein. (e) Polybutylene Tubing All polybutylene (PB) plastic tubing shall be pressure rated at 250 psi working pressure and must bear the National Sanitation Foundation seal of approval for potable water service. The color of polybutylene tubing shall be blue. 1. Applicable Specifications All polybutylene plastic tubing shall conform to: ASTM D 2581 — Specification for Polybutylene Molding and Extrusion Matenals. ASTM D 2666 — Specification for Polybutylene (PB) Plastic Tubing. 2. Matenal Requirements The polybutylene plastic tubing shall be homogenous throughout and free of visible cracks, holes, foreign Inclusions or other injurious defects. It shall be uniform in color, opacity, density and other physical properties. The polybutylene plastic extrusion compound shall meet the requirements of Type II, Grade I, ASTM D 2581. Clean, reworked material, generated from the manufacturer's own tubing production may be used by the same manufacturer, as long as the tubing produced meets all the requirements of this specification. 3. Functional Requirements The polybutylene tubing shall not fail, balloon, burst or weep (this means a slow leak) as defined in Section 5 of ASTM D 1598, when tested in accordance with Section 7.6 of ASTM D 2666 (Sus- tained Pressure Test). The minimum burst pressure shall be 440 psi at 73.4 F determined in accor- dance with ASTM D 1599. The time of testing of each specimen shall be between 60 and 70 seconds. The polybutylene tubing shall be rated for use with water at 73.4 F at maximum working pressure of 250 psi. The tubing shall satisfactorily couple to standard brass water works flare fit- tings by ordinary cold methods, with no heating necessary. Permanent marking on the tubing shall include the following information at intervals of not more than 5 feet: Nominal tubing size. The type of plastic material, i.e., P62110. The Dimension Ratio (DR) or the pressure rating in psi for water at 73.4 F (e.g., DR 9, 250 psi). Tubing shall conform to ASTM D 2666. The manufacturer's name or trade mark and code It shall also include the seal of approval (NSF mark) of the National Sanitation Foundation. The tubing shall be standard copper tube size equal to DR9; standard sizes, dimensions and toler- ances shall be as follows. 510 Rev. 09130/87 Page 6 Pinn 510 Rev. 09/30/87 Nominal Outside Diameter Wall Thickness Tube Size Average Tolerance Minimum Tolerance (inches) (inches) (inches) (inches) (inches) 3/4 0 875 ±.008 0.097 +.010 1 1.125 ±.010 0.125 +.012 1 1.375 ±.010 0.153 +.015 1 1.625 ±.012 0.181 +-018 2 2.125 ±.012 0.236 +.024 (f) Polyethylene Tubing 1. General All polyethylene (PE) plastic tubing shall be high density, high molecular weight plastic tubing, pres- sure rated at 200 psi working pressure and must bear the National Sanitation Foundation seal of approval for potable water service. When tested for Environmental Stress Cracking, the PE tubing shall not show any loss of pressure in the 6 specimens tested for 3 hours in accordance with the requirements of ASTM D 2737 using the test pressure of 400 psi at 73.4 F. The minimum burst pressure shall be 630 psi at 73.4 F determined in accordance with ASTM D 1599, latest revision. The time of testing of each specimen shall be between 60 and 70 seconds. The tubing shall not fail, balloon, burst or weep as defined in ASTM D 1598, latest revision, when tested in accordance with the Sustained Pressure Test Method of ASTM D 2737 but under the following test conditions: 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 Na- tional Sanitation Foundation. - 3. Tube Size PE tubing shall be standard copper tube size outside diameter, with Standard Dimensioi. 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 1 1.375 '_0.005 0.153 +0.015 1 1.625 ±0.006 0.181 +0.018 2 2.125 ±0.006 0.236 +0.024 Page 7 Pipe 510 Rev 09130/87 (g) Copper Tubing All copper service tubing shall be annealed seamless Type K water tube rated at 150 psi working pres- sure. The tubing shall be homogenous throughout and free from cracks, holes, crimping, foreign inclu- sions or other defects. It shall be uniform in density and other physical properties. Nominal Outside Diameter WaII Thickness Tube Size Average Tolerance Minimum Tolerance (inches) (inches) (Inches) (inches) (Inches) 1 0.625 ±0.0025 0.049 ±0.004 0.875 ±0.003 0.065 ±0.0045 1 - 1.125 • 0.065 ±0.0045 1 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 cur. rently listed on the Water and Wastewater Standard Products List or called for in the Standard Instal la• tion 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 ac- cessories used in meter connections, copper service lines, air release piping assemblies and wherever needed in the water distribution system, shall conform to the standards set within AWWA C -800, except as herein modified or supplemented. Unless otherwise noted, the goods described herein shall be fabricated of standard Red Brass (Water- works Brass) consisting of 85 percent copper and 5 percent each of tin, lead and zinc. Exposed threads shall be covered with plastic caps or sheeting to protect the threads. Brass Goods of each type and class shall be compatible with other fittings in common usage for similar purposes. Where not otherwise indicated, all such materials shall meet the following requirements: Corporation stop thread (where used) shall conform to Table 1, Figure 1, AWWA C -800, com- monly called the Mueller Thread. Corporation stops with iron pipe threads are also permitted. Iron pipe threads shall conform to ANSI 82, 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 B1.1960 with approximate tolerance of Class 2. Flanges shall conform to ANSI 1316.1, 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. (j) PVC — Plumbing Pipe 1. General Polyvinyl chlonde pipe and fittings shall be Type I, Grade 1, schedule 40, 200 psi conforming to the City of Austin plumbing code, CS 270 and PS 21. • Physical Requirements Pipe shall be extruded from 100 percent virgin unplasticized Type 1, Normal Impact Polyvinyl Chloride (PVC) to conform to the following minimum physical properties: Specific Gravity 1.36 -1.40 Tensile Strength at 78 F (PSI) 7,500 Compression Strength (PSI) 9,400 Modulus of Elasticity 410,000 Coefficient of Linear Expansion 6.70 K/Cx10° Page 8 Pipe Izod Impact at 78 F (ft. lbs. /in. notch) Burning Rate Heat Distortion at 264 PSI 3. Visual Inspection Pipe shall be homogenous throughout and free from visible cracks, holes or foreign materials. Pipe shall be free from blisters, wrinkles and dents. This inspection shall be made on each length of pipe. 4. Dimensions and Tolerance 0.7 -1.5 Self Extinguishing 160 F Dimensional measurements of plastic pipe will be made on the outside diameter, wall thickness and out -of- roundness. Pipe not meeting these requirements shall be rejected. Dimensions and tolerances shall be in accordance with Commercial Standard CS 256 -63. 5. Marking and Identification All PVC pipe shall be continuously and permanently marked with the following information: manufac- turers name, pipe size, class or schedule, type of pipe and material. When used for potable water line, the pipe shall bear the seal of the National Sanitation Foundation for potable water pipe. 6. PVC Pipe Fittings All fittings shall be of schedule 40 or heavier plasticized polyvinyl chloride. 7. Inspection and Testing of Materials Test certificates from a testing laboratory and /or guarantee by the manufacturer satisfactory to the Engineer shall be furnished for the pipe and fittings to be incorporated in the work. As required by the Engineer, certificates shall be submitted for other materials to be incorporated in the work. These certificates, stating that the materials meet the requirements of the specifications, will be required before permission is given to incorporate such materials in the work. The cost of this inspection and testing will be paid for by the Contractor and shall be included in his price bid for such materials complete in place. Any material brought on the ground for use in the work and deemed by the Engineer as unsuitable or not in conformity with the specifications shall be removed from the site of the work by the Con- tractor upon receipt of written notice from the Engineer to that effect. 8. Handling of PVC Pipe and Fittings The Contractor is cautioned to exercise care in handling, loading, unloading and storing PVC pipe and fittings. All PVC pipe and fittings will be stored under cover before using and will be trans- ported in a vehicle with a bed long enough to allow the length of pipe to lay flat so as not to be subject to undue bending or concentrated external load at any point. Any section of pipe that has been dented or damaged will be discarded until said section of pipe is cut out and rejoined with a coupling. 9. Threaded Connections On PVC to metal connections, the Contractor shall work the metal connections first. A nonh.irden- ing pipe dope such as Permatex #2 or equal shall be used on all threaded PVC to metal joints and light wrench pressure is all that should be used. Where threaded PVC connections are required, use threaded PVC adapters into which the pipe may be welded. (k) Polyvinyl Chloride Water Pipe 1. General All polyvinyl chloride (PVC) water pipe shall be of the rigid (UNPLASTICIZED) type and must bear the National Sanitation Foundation seal of approval for potable water pipe. Each joint of pipe shall consist of single continuous extrusion; bells or other components attached by solvent welding are not acceptable. Pipe shall be pressure rated at 200 psi (SDR -14), or 150 psi (SDR -18) as indicated. 510 Rev. 09/30/87 Page 9 . Pipe 510 Rev. 09130187 Pipe shall have push -on, rubber gasket joints of the bell and spigot type with thickened integral bells or of the double spigot type with thickened coupling sleeves 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. Solvent welding of PVC water pipe shall not be allowed. All fittings shall conform to AWWA C -110. 2. Applicable Specifications Except as modified or supplemented herein, PVC pipe shall meet the following standards: AW WA 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 Short-Body Cast 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 t 0.032 0.343 ± 0.041 6 6.900 ±0.011 0.383 ±0.046 0.493 ±0.059 8 9050 ± 0.015 0.503 ± 0.060 0.646 ± 0.078 12 13.200 ±0.015 0.733 ±0.088 0.943 ±0.113 All pipe 4 inches and larger must be approved Underwritefs Laboratories for use in buried water supply and fire protection systems. 3. Matenal Requirements All pipe and fittings shall be made from clean, virgin, NSF approved, Class 124548 PVC. Clean reworked materials generated from the manufacturer's own production may be used within the current limits of the referenced AWWA C -900. 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 12454 -8). The standard Dimension Ratio and the pressure rating in psi f ' ' r water at 73 F (e.g., SDR 18, 150 psi). The AWWA or ASTM designation with which the pipe complies (e.g., AWWA C 900). The manufacturer's name or code and the National Sanitation Foundation (NSF) mark. (I) Polyvinyl Chloride (PVC) Pipe (Nonpressure) and Fittings 1. General Where PVC sewer or wastewater pipe is indicated, it shall conform to ASTM D 3034, Type PSM or ASTM F 679 Type T -1 Wall Polyvinyl Chloride (PVC) sewer pipe and fittings. Minimum wall dimen- sion ratio shall be SDR 35. 2. Joint Material PVC pipe shall have elastomeric gasket joints conforming to ASTM D 3212; gaskets to ASTM F 477. Page 10 Pipe 3. Pipe Markings Permanent marking on the pipe and fittings shall include the following at intervals of not more than 5 feet: Manufacturer's name and /or trademark. Nominal pipe size. 'Minimum cell classification (12454 -B). The legend "Type PSM SDR 35 PVC Sewer Pipe ". Designation ASTM D 3043 or ASTM F 679 Pipe. (m) Steel Pipe 1. Standard Weight ASTM A 53, Schedule 40. 2. Extra Heavy Weight Seamless ASTM A 53, Schedule 80. 3. Fittings Nipples and fillings extra strong Federal Specification WW -N 351 or WW -P 521. 4. 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 descnbed 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 ap- plicable standards. (2) Complete and dimensional working drawings of all pipe layouts. Shop drawings shall include the grade of matenal, 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 re- lated items. 3. Job Conditions a. The internal design pressure of all steel pipe and fittings shall be as indicated b. The interior of all steel pipe for pot water, 4 inches and larger, shall be cement -mortar lined. 510 Rev. 09/30/87 Page 11 Pipe 510 Rev. 09130/87 4. Manufacturing a. Description Pipe shall comply with AWWA C -200. (1) Circumferencial deflection of all pipe In -place shall not exceed 2.0 percent of pipe diameter. (2) Diameter b. Wall Thickness Nominal pipe diameter shall be the inside diameter of lining or pipe barrel, unless otherwise designated in Job Conditions. (1) Steel pipe wall thickness shall be designed for the internal and external loads speci- fied in this section and as indicated. The cylinder thickness needed to resist Internal pressure shall be based on an allowable stress in the steel equal to' the minimum yield stress of the material used. 5. Fittings a. Welded Fabricated steel flings 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, Ya 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 permit a lap of at least 11/2 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 restrained or 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. Page 12 Pipe 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 organiza- tion which has had not less than 5 years successful experience manufacturing pipe maten- als 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 adja- cent to welded field joints, including the weld proper, as specified for pipe adjacent to the weld. d. Machined Surfaces. Shop coat machined surfaces with a rust preventative compound. After jointing surfaces, remaining exposed surfaces shall be coated per a and b above. (o) Corrugated Metal Pipe 1. General 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 accor- dance with SDHPT Test Method Tex - 708 -I. Damaged speller coating shall be repaired by thoroughly wire brushing the damaged area and removing all loose, cracked or weld - burned speller 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 or Type II as indicated. It may be fabncated with circumferential corrugations, lap joint construction with riveted or spot welded seams or ft 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 indi- cated. 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 con- tinuous helical lock seam. 510 Rev. 09/30/87 Page 13 Pipe 510 Rev. 09130187 Portions of aluminum pipe that are to be in contact with high chlonde concrete or metal other than aluminum, shall be insulated from these materials by a coating of bituminous matenal. The coating applied to the pipe or pipe arch to provide an insulation between the aluminum and other matenal shall extend a minimum distance of 1 foot beyond the area of contact. 3. Selection of Gages The pipe diameter, permissible corrugations and required gauges shall be as indicated. Table I Corrugated Steel 2r inches by % Inch Corrugations Full Circle Pipe Minimum Cover, Thickness Top of Pipe to Pipe Top of 0.064 Inch 0.079 Inch 0.109 Inch 0.138 Inch 0.168 Inch 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 49 51 55 59 65 33 12 41 44 52 55 59 36 12 37 41 49 52 55 42 12 41 45(57) 46(90) 49(94) 50(98) 48 12 — 43(50) 44(78) 46(82) 47(86) 54 12 — 43 • 43(70) 44(73) 45(76) 60 12 — — 43(63) 43(66) 44(69) 66 12 — — — 43(60) 43(62) 72 12 — — 43(55) 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. Table 11 Corrugated Steel 3 inches x 1 Inch or 5 Inches x 1 inch Full Circle Pipe Minimum Cover, Thickness Top of Pipe to Pipe Top of 0.064 Inch 0.079 Inch 0.109 Inch ' 0.138 Inch 0.168 Inch Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill 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) Page 14 Pipe Table II (continued) Corrugated Steel 3 Inches x 1 inch or 5 inches x 1 Inch Full Circle Pipe Minimum Cover, Thickness Top of Pipe to Pipe Top of 0.064 Inch 0.079 Inch 0.109 Inch 0.138 Inch 0.168 Inch Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill Height Above Top of Pipe In Feet* 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. Table 10 Corrugated Aluminum 2% inches x +/z inch Corrugations Full Circle Pipe Minimum Cover, Thickness Top of Pipe to Pipe Top of 0.060 Inch 0.075 Inch 0.105 Inch 0.135 Inch 0.164 Inch . Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage Inches Maximum Fill 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 Rev. 09/30/87 Page 15 Pipe 510 Rev. 09130187 Table IV Corrugated Aluminum 3 Inches x 1 Inch or 6 Inches x 1 Inch Corrugations Full Circle Pipe Minimum Cover, Thickness Top of Pipe to Pipe Top of 0.060 Inch 0.075 Inch 0.105 Inch 0.135 Inch 0.164 Inch 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 — — — — 10 120 30 — — — — 8 • 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. 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' Inch by 'h Inch Corrugations H - 20 Loading Coated Equivalent Diameter Design 'Span *Rise Min. Cover Min. Gage Thickness Full Cir. Pipe Size Inches Inches Inches Required inches inches 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. Page 16 Pipe Coated . Equivalent Diameter Design 'Span *Rise Min. Cover Min. Gage Thickness Full Cir. Pipe Size Inches Inches Inches Required Inches 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 90 15 112 75 18 12 0.109 96 16 117 79 - 18 12 0.109 102 17 128 83 24 12 0.109 108 18 - 137 87 24 10 0.138 114 19 142 91 24 10 0.138 210 • 510 Rev. 09/30187 Table B Steel Pipe Arch 3 Inch by 1 Inch Corrugations H - 20 Loading 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 C Steel Pipe Arch 5 Inch by 1 Inch Corrugations H -20 Loading Coated Equivalent Diameter Design 'Span 'Rise Min. Cover Min. Gage Thickness Full Clr. Pipe Size Inches Inches Inches Required Inches Inches 11 81 59 12 12 0109 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. Page 17 Pipe Table D Aluminum Pipe Arch 21 Inch by V2 Inch Corrugations H -20 Loading Coated Equivalent Diameter Design *Span *Rise Min. Cover Min. Gage Thickness Full Cir. Pipe Size Inches Inches Inches Required Inches 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 Rev. 09130187 4. Joint Material Except as otherwise indicated, coupling bands and other hardware for galvanized or aluminized steel plpe 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 construc- tion 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 corruga- tions on the ends The locking bands shall securely fit into at least one full circumferential corru- gation 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' inches wide for 21 inches x i inch corrugations. 12 inches wide for 3 inches x 1 inch or 5 inches 1F 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 heli- cally 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. Page 18 Pipe 161/4 inches wide for pipe diameters of 78 inches and greater. The bands shall have 4 cir- cumferential rows of projections. Unless otherwise indicated, all bolts for coupling bands shall be' inch diameter. Bands 12 inches wide or less will 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 gal- vanized 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 fab- rication 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. b. Paved Invert Where a Paved Invert is indicated, the pipe or pipe arch, in addition to the fully coated treat- ment described above, shall receive additional bituminous matenal of the same specifica- tion as above, applied to the bottom quarter of the circumference to form a smooth pave- ment with a minimum thickness of 'k 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 fab- ricated 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, homoge- nous, nonsegregated lining. Cement Portland Cement shall conform to AASHTO M 85. Aggregates shall conform to AASHTO M 6 except that the requirements for gra- dation 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 '/e inch above the crest of the corrugations. 510 Rev. 09/30187 Page 19 Pipe 510 Rev. 09130187 Lining Procedures The lining shall be plant applied by a machine traveling through a stationary pipe. The rate of travel of the machine and the rate of concrete placement shall be mechanically regulated so as to produce a homogenous nonsegregated lining throughout. Surface Finish The lining machine shall also mechanically trowel the concrete lining as the unit moves through the pipe. Certification Furnish manufacturer's standard certification of compliance upon request of the purchaser. Joints Pipe shall be joined together with coupling bands made from steel sheets to an indicated thickness of 0.064 inch (12 ga.). Coupling bands shall be formed with two corrugations that are spaced to provide seating in the third corrugation of each pipe end without creating more than ' inch ± annular space between pipe ends when joined together. Bands shall be drawn together by two' inch galvanized bolts through the use of a bar and strap suitably welded to the band. When 0 -ring gaskets are indicated they shall be placed in the first corrugation of each pipe and shall be compressed by tightening the coupling band. Rubber 0 -ring gaskets shall conform to Section 5.9, ASTM C 361. (2) - Causes for Rejection Pipe shall be subject to rejection on account of failure to conform to any of the indica- tions. 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. 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 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 recom- ' mendation. Hairline cracks or contraction cracks in the concrete lining is to be expected and does not constitute cause for rejection. 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 t4o inch welded plate or machine formed 14 gage galvanized steel sheets. The height of the chimney required will 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 fabncation in accordance with ASTM A 123. Page 20 Pipe 510.3 Construction Methods 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 aggre- gate 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. (p) Vitrified Clay Pipe Vitrified Clay Pipe shall conform to ASTM C 700, extra strength clay pipe. The joint material for vitrified clay pipe shall conform to ASTM C 425 compression joints for vitrified clay bell and spigot pipe. (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 require- ments 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 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 pro- gressed to the original bedding lines of the sewer so cut. The Contractor shall inform utility owners sufficiently in advance of the Contractor's operations to enable such utility owners to reroute, provide temporary detours or to make other adjustments to utility lines in order that the Contractor may proceed with his work with a minimum of delay and expense. The Contractor shall cooperate with all utility owners concerned in effecting any utility adjustments necessary and shall not hold the City liable for any expense due to delay or additional work because of conflicts arising from existing utilities. The Contractor shall do all trenching in accordance with the provisions and the directions of the Engineer to the amount of trench left unfilled at any time All excavation and backfilling shall be accomplished as indicated and in compliance with requirements of OSHA. 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 and in accordance with the Texas Manual on Uniform Traffic Control Devices. Wherever existing utility branch connections, sewers, drains, conduits, ducts, pipes or structures present obstruc- tions to the grade and alignment of the pipe, they shall be permanently supported, removed, relocated or recon- structed 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 bndges. For trenches less than 2 feet in width, sheet steel plates having a minimum thickness of Vs inch shall be used. For trenches up to 4 feet in width, sheet steel plates having a minimum thickness of 3 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" 510 Rev. 09130/87 Page 21 - Pipe (2) Water Line /New Wastewater Line Separation Installation of Water and Wastewater lines shall conform to the latest Water Line /New Wastewater Line Separation guidelines as published by the State Health Department. When new wastewater lines are installed, they shall be no closer to water lines than 9 feet in all directions and parallel wastewater line and water lines must be installed in separate trenches. Where the 9 foot separation distance cannot be achieved, the following procedures shall be used: (3) 510 Rev. 09 /30/87 Where a new gravity wastewater sewer parallels a new water main, the wastewater line shall be constructed of cast iron, ductile iron or PVC pipe meeting AWWA Specifications for use as potable water pipe, with a pressure rating for both the pipe and the joints of greater than or equal to 150 psi. The wastewater line may be placed no closer than 2 feet vertically and 4 feet horizontally from the water line, with the separation distances measured between the nearest outside pipe diameters. The wastewater line shall be installed at a lower elevation than the water line. Where a new wastewater line crosses a water line and that portion of the wastewater line is within 9 feet of the water main it shall be constructed of ductile iron or C -900 PVC as follows: The wastewater line may be placed no closer than 6 inches from the water line. The separation distance must be measured between the nearest outside pipe diameters. The wastewater line shall be located at a lower elevation than the water line wherever possible and one length of the wastewater line must be centered on the water line. Unless wastewater manholes and the connecting 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. Where a new wastewater force main parallels or crosses a water main, that portion of the force main which is within 9 feet of the water line shall be constructed of ductile iron or PVC meeting AWWA C -900 specifications. 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, "Con. crete Encasement and Encasement Pled; 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 or AWWA C -900 PVC pipe. When the Contractor installs a pipe that crosses over a utility structure or storm sewer and the top of the utility structure or storm sewer is within 18 inches of the bottom of the pipe, the pipe shall be either Ductile Iron or AWWA C.900 PVC, unless otherwise specified by the Engineer. (4) Trench Excavation Unless otherwise indicated, all underground piped utilities shall be constructed In an open cut in accordance with applicable State Statutes with a trench width and depth descnbed below. 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 design professional. Contractor shall be responsible for installation as indicated. After the pipe has been laid and the backfill placed and compacted to 12 inches above the top of the pipe, any sheeting, shoring and bracing required may be removed with special care to insure that the pipe is not disturbed. As each piece of sheeting is removed, the space left by its removal must be thoroughly filled and compacted with suitable material and provisions made to prevent the sides of the trench from caving until the backfill has been completed. Any sheeting left in place will not be paid for and shall be consid- ered subsidiary to the pipe item bid. (5) Trench Width Trenches for water and wastewater lines shall have a minimum width of 6 inches and a maximum width of 1 foot on each side beyond the outside surfaces of the pipe bell or coupling. 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 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 SDHPT 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 links of pipe and /or bend fittings if necessary. Page 22 Pipe For all utilities to be constructed in fill above natural ground, the embankment shall first be constructed to an eleva- tion not less than 1 foot above the top of the utility after which excavation for the utility shall be made as indicated. (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 ex- cavated to the specified or standard paving subgrade, with all parkways and sidewalk areas graded according to any applicable provisions of the drainage plans or sloped uniformly from the curb line to the right of way line. 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. Trench Conditions 2. Wastewater piping installed in existing streets, roads or other traffic areas shall be laid with at least 66 inches of cover. 3. Wastewater piping installed in such proposed streets shall be laid with at least 48 inches of cover below the actual subgrade. (7) Classification of Excavation Excavation will not be considered or paid for as a separate item of work, so excavated material will not be classified as to type or measured as to quantity Full payment for all excavation required for the construction shall be included in the various unit or lump sum contract prices for the various items of work installed, complete in place. No extra compensation, special treatment or other consideration will be allowed due to rock, pavement, caving, sheeting and -bracing, falling or rising water, working under and in the proximity of trees or any other handicaps to excavation. (8) Dewatering Excavation Underground piped utilities shall not be constructed or the pipe laid in the presence of water. All water shall be removed from the excavation prior to the pipe placing operation to insure a dry firm granular bed on which to place the underground piped utilities and shall be maintained in such unwatered condition until all concrete and mortar is set. Removal of water may be accomplished by bailing, pumping or by a well -point installation as conditions warrant. In the event that the excavation cannot be dewatered to the point where the pipe bedding is free of mud, a seal shall be used in the bottom of the excavation. Such seal shall consist of Class B concrete, conforming to Item No. 403, "Concrete for Structures ", with a minimum depth of 3 inches. Before attempting to lay pipe, all water, slush, debris, loose material, etc., encountered in the trench must be pumped or bailed out and the trench must be kept clean and dry while the pipe is laid and backfilled. Where needed, sump pits shall be dug adjoining the trench and pumped as necessary to keep the excavation dewatered. Backfilling shall closely follow pipe laying so that no pipe is left exposed and unattended after initial assembly. All open ends, outlets or other openings in the pipe shall be protected from damage and shall be properly plugged and blocked watertight to prevent the entrance of trench water, dirt, etc. The interior of the pipeline shall at all times be kept clean, dry and unobstructed. Where the soil encountered at established footing grade is a quicksand, saturated or unstable material, the following procedure shall be used unless other methods are indicated: 510 Rev. 09130/87 Page 23 Pipe 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 placed with a concrete seal, foundation rock or coarse aggregate materials placed across the entire trench width in uniform layers not to exceed 6 inches, loose measure and compacted by mechanical tamping or other means which will provide a stable foundation for the utility. Forms, sheathing and bracing, pumping, additional excavation and backfill required in unstable trench condi- tions shall be subsidiary to pipe bid. (10) Blasting All blasting shall conform to the provisions of "General Conditions of Agreement ". (11) Removing Old Structures When out of service masonry structures or foundations are encountered in the excavation, such obstructions shall be removed for the full width of the trench and to a depth of 1 foot below the bottom of the trench. When abandoned inlets or manholes are encountered and no plan provision is made for adjustment or connection to the new sewers, such manholes and inlets within the construction limits shall be removed completely to a depth 1 foot below the bottom of the trench. In each instance, the bottom of the trench shall be restored to grade by backfilling and com- pacting 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. 510 Rev. 09/30187 The location of the lines 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 will make no claim for damages or loss of anticipated profits due to the change of location or grade. The Contractor shall furnish, 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 stibmit 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 construc- tion 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 Contractor's 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 matenal 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 comple- tion of the portion of the utility involved. (14) Pipe Bedding Pipe shall be installed in a continuous bedding envelope as required to meet the existing soil and flooding conditions, consisting of sand, pea gravel, soil cement, cement stabilized backfill or pipe bedding stone. The plans and specifications will set forth the pipe bedding requirements for the project. In the absence of plan de- tails or specification provisions, the following bedding shall be used: , Bedding material shall extend for the full width of the trench excavation and from 6 inches below the pipe to the following: Water and Wastewater Pipe 12 inches above the outer parts of the pipe, fillings and accessories. Page 24 Pipe Storm Sewers - Minimum of 15 percent of the overall pipe height. All bracing, struts, etc., installed by the pipe manufacturer (or temporary replacements by the Contractor) shall be kept in place in the pipe, undisturbed, until the trench has been backfilled at least to the top of the pipe When install- ing mortar lined and mortar coated steel pipe, all bracing, struts, etc., installed by the pipe manufacturer shall be kept In the pipe, undisturbed until the pipe bedding has been placed and the trench backfill placed. The following bedding shall be used: Pipe bedding stone Bedding sand Soil cement Pea gravel Cement stabilized backfill Crushed stone bedding shall not be used for polyethylene or polybutylene tubing or for piping with corrosion resis- tant wrap or coating which could be damaged by contact with sharp, angular edges. Sand bedding shall not be used in trenches where water is present, or where rock has been blasted. (a) Welded Steel Water Pipe Cement stabilized backfill or crushed limestone bedding. (b) Welded Steel Pipe in unsuitable soil conditions. Cement stabilized backfill. (c) Water Pipe except (a) and (b) above May be bedded in sand, pea gravel or pipe bedding stone, except that in trenches excavated by blasting, pipe must be bedded in pea gravel or pipe bedding stone, subject to above limitation on use of crushed stone • (d) Wastewater pipe up to 15 inches IQ May be bedded in either sand, pea gravel or pipe bed- . ding stone, except that in trenches excavated by blast- ing, pipe must be bedded in pea gravel or pipe bedding stone subject to above limitation on use of crushed stone (e) • Wastewater Pipe larger than 15 inches IQ Must be laid in pipe bedding stone, regardless of ex- cavation method, subject to above (imitation on use of crushed stone. - (f) Storm Sewers (15) Laying Pipe No pipe shall be installed in the trench until excavation has been completed, the bottom of the trench graded a, Id 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 atter 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 storm sewers shall be laid in sand bedding, ex- cept within the 25 year flood plain and subject to the limitations above. 510 Rev. 09/30187 Page 25 Pipe All backfill in streets and under structures will be tested by the City and must satisfy the specified density require- ments 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 dunng handling and installation of each mate- rial. Unless otherwise indicated, all materials shall be delivered to the project by the manufacturer or agent and unloaded as directed by the Contractor. Each piece shall be placed facing the proper direction near to where it will be installed. The interior of all pipe, fittings and other accessories shall be kept free from dirt and foreign matter at all times and stored in a manner that will protect them from damage. Stockpiled materials shall be stacked so as to minimize entrance of foreign matter. The interior of all pipeline components shall be clean, dry and unobstructed when installed. Piping materials shall not be skidded or rolled against other pipe, etc. and under no circumstances shall pipe, fittings or other accessories be dropped or jolted. During handling and placement, materials shall be carefully observed and inspected and any damaged, defective or unsound materials shall be marked, rejected and removed from the job site. Minor damage shall be marked and repaired in a manner satisfactory to the Engineer. Joints which have been placed but not joined, backfifled, 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 will be vertical when the valves are installed. Pressure pipe shall be laid with bell ends facing the direction of pipe installation. Pipe end bells shall be placed upgrade for all wastewater lines. Orientation marks, when applicable, shall be In their proper position before pipe is seated. Before joining any pipe, all foreign matter, lumps, blisters, excess coal tar coating, oil or grease shall be removed from the ends of each pipe and the pipe ends shall then be wire brushed and wiped clean and dry. Pipe ends shall be kept clean until joints are made. Every precaution shall be taken to prevent foreign material from entering the pipe during installation. No debris, tools, clothing or other materials shall be placed in the pipe. (17) Joints 510 Rev. 09 /30/87 (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 grove. 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 telescop- ing the joints. The rubber gasket if not factory installed shall be stretched uniformly as it is placed in the spigot groove to insure a uniform volume of rubber around the circumference of the groove. The spigot shall be cen- tered 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. Page 26 Pipe (e) Bolted Joints All flanged, mechanical or other bolted joints shall be joined with nuts and bolts of high strength, low alloy, corrosion resistant steel, stainless steel or be coated as indicated above in Iron Pipe. ( Solvent Weld — For plumbing pipe. (18) Pressured Pipe 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 1 continuous operation in such manner that after shrinkage and curing the joint recess will 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 in and no less than one pipe joint has been 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. The inside surface shall be cleared of any mortar droppings, cement, water, slurry, etc., before they have become set and shall be cleared of arty other foreign matter The inside surface of the pipe shall be left clean and smooth. Pipe shall be handled at all times with wide nonabrassive slings, belts or other equipment designed to prevent damage to the coating and all such equipment shall be kept in such repair that its continued use is not injurious to the coating. The use of tongs, bare pinch -bars, chain slings, rope slings without canvas covers, canvas or composition belt slings with protruding rivets, pipe hooks without proper padding or any other handling equip- ment 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 Plpe in Tunnels Piping installed as a carrier pipe in a tunnel, encasement pipe, etc., shall have uniform alignment, grade, bearing and conform to the reviewed shop drawings All necessary skid blocks, rails, bedding matenal, 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 at least 1 screw -type hold down jack per joint of pipe to prevent flotation of the pipe, unless otherwise indi- cated. Such carrier piping shall have flexible bolted or gasketed push -on joints or Concrete Steel Cylinder pipe in- stalled 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. The pipe joints shall then be welded rigid by placing 3 segments of weld, having a minimum length of 9 inches each and equally spaced around 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 dislodgement dunng installation. If time is of the essence, a quick setting compound may be used. (b) 24 Inch Pipe and Larger Each length of pipe shall be pushed into the tunnel as single units. A flexible mastic sealer shall be applied to the exterior of the joint prior to joint engagement The surfaces receiving the mastic sealer shall be cleaned and primed in accordance with the manufacturer's recommendation. Sufficient quan- tities 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. 510 Rev. 09/30/87 Page 27 Pipe (20) Temporary Pipe Plugs, Caps, Bulkheads and Trench Caps Temporary plugs, caps or plywood bulkheads shall be installed to close all openings of the pipe and fittings when pipeline construction is not in progress. 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 as provided under Item No. 507, "Bulkheads ". Trench caps shall be reinforced Class D concrete as indicated. (21) Corrosion Control (a) Protective Covering Unless otherwise indicated, all flanges, nuts, bolts, threaded outlets and all other iron or steel components buried and in contact with earth or backfill shall be wrapped with 8 -mil (minimum) polyethylene film meeting ANSI /AWWA C -105 to provide a continuous wrap. (b) Corrosion Monitoring System 1. If indicated the corrosion monitoring system shall be furnished and installed to meet the following requirements: a. Bonds shall be provided between steel cylinders of adjacent pipe sections and all nonin- sulating joints as necessary to assure electrical continuity except where electrical isolation Is necessary or required. The joint bonds shall be designed: 9. (1) With sufficient slack to allow for a total joint displacement of /2 inch. (2) Using Insulated copper cable metallurgically bonded to adjacent cylinders. All bare copper and steel at the connection shall be insulated by an approved means. b. Intermediate bonds for the prestress wire of embedded cylinder prestressed concrete pipe shall also be provided as required to minimize attenuation. The Intermediate bonds shall be in the form of steel straps embedded in the outer surface of the concrete core directly upon which the prestress wire is tightly wound. The size and number of straps shall be designed to provide uniform current distribution to all embedded metallic surfaces of the pipe. c. Electrical isolation in the form of either flexible or rigid insulating fittings as specified herein shall be provided as required to obtain electrical discontinuity. d. Flexible Insulating fittings required shall be style 39 insulating couplings as manufactured by Dresser lndustnes, 41 Fisher Avenue, Bradford, PA 16701; or equal. e. Rigid insulating fittings required shall be Insulated with fullface gaskets and combination bolt sleeves and washers for flanges as manufactured by Central Plastics Co., P.O Box 762, Shawnee, OK 74801 or equal. f. Corrosion test stations shall be Installed on the pipeline at: (1) All buned line crossings. (2) The beginning and end of the portions of the pipeline to be monitored. a. Both sides of insulating fittings. b. Intermediate locations along the line, such that the test stations are no more than 1,000 feet apart. c. For the embedded cylinder prestressed concrete pipe alternative, test stations, with wires originating at the prestress wire at the midpoint of the pipelaying length at the above locations, shall also be provided. Test stations shall be of the two -wire type with one of the wire being sized (No. 6 AWG or larger) such that it can be used for bonding. The other wire, for determining pipe -to -soil po- tentials, shall be No. 12 AWG or larger. Both leads shall be continuous (without splices) and laid with sufficient slack to prevent stress. The leads shall be insulated with 600 -volt rated insulation suitable for direct burial. Prior to backfilling, the insulation shall be inspected for defects. All defects shall be repaired by approved methods. 510 Rev. 09130187 Page 28 Pipe 1. The Contractor shall perform tests as required to determine the following and correct the corrosion- monitoring system to comply with these specifications: 1. Pipeline electrical continuity. 2. Effectiveness of insulating joints. 3. Test station integrity. 4. Static pipe -to -sod potentials at each test station 5. Soil resistivity at each test station. All design, installation and testing shall be consistent with sound corrosion engineenng practice. (22) Pipe Anchorage, Support and Protection All pressure pipelines tees, plugs, caps and bends exceeding 22' degrees and other bends as directed, shall be securely anchored by suitable concrete thrust blocking or by approved metal harness. Unless otherwise indicated, on 24 inch or larger piping, at bends greater than 111/4 degrees shall be anchored as described herein. 510 Rev. 09/30/87 h. Test stations shall be of the flush type (terminal below grade) or the above surface type, protected as required for permanency. The flush type shall be installed in developed, urban areas (streets, alleys, sideways, etc.,) and the above- surface type (mounted on a post) shall be installed in cross - country areas (rangeland, farmland, etc.). Where practicable, test 5M- Sons shall be located at or closely adjacent to clearly identifiable topographical features (fence line, road intersection, section line, etc.) of the pipeline right of way. 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 other- wise indicated, be so placed that the pipe, fittings and joints will be accessible for repair. The trench shall be excavated at least 6 inches outside the outermost projections of the pipe or appurtenance and the trench walls shaped or undercut according to the detail drawings or as required to provide adequate space and bearing area for the concrete The pipe and fittings shall be adequately weighted and laterally braced to prevent floating, shifting or straining of the pipeline while the concrete is being placed and taking initial set. The Contractor shall be solely respon- sible for the sufficiency of such restraints. (b) Metal Thrust Harness ( A metal hamess of tie rods and pipe clamps of adequate strength to prevent movement or other suitable means may be used instead of concrete backing, as approved or directed by the Engineer. Harness rods, clamps, lugs, etc., shall be of stainless steel or hot - dipped galvanized steel and ductile iron, with 2 coats of Bitumastic #50 and wrapped with a layer of 8 mil polyethylene film, to form a continuous ' rotec- tive wrap. (c) Concrete Encasements, 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 Standards Na 510 -1, 510 -9 and 510-7 respectively. 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 ". Page 29 Pipe 510 Rev. 09130187 (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 B, Item No. 403, "Concrete for Structures ". (23) Wastewater Connections (a) Connections to Mains 12 Inches and Smaller All branch connections of new main lines shall be made by use of manholes. Service stubs shall be installed as indicated. Minimum grade shall be 1 percent and minimum cover shall be 41/2 feet at the curb. Standard plugs shall be installed in the dead end before backfilling. Where a service connection to a main 12 inches or smaller is indicated, a wye, tee or double wye shall be installed. Where a service connection to a main 15 inches or larger is indicated, a field tap may be made with the pipes installed crown to crown. The tap should be made conforming to the pipe manufacturer's recommendations with the 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 man- holes 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 accep- tance. 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 Superintendent of Water Division before beginning any work. (a) Shutoffs The City will make all shutoffs on existing water mains where more than one valve is involved. The Contractor will be required to notify the Engineer's field representative on the lob at least 24 hours prior to the desired time for any shutoff. Where only one valve will be operated, the Contractor may operate the valve under the imme- diate 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, bed- ding 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 plan- ning and appropriate preparations to handle, dilute and dispose of such chlorinated water are approved in advance by the City and the disposal operations shall be witnessed by an authorized representative from the City. (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. Page 30 Pipe Unless otherwise provided by the Contract, the Contractor shall, at his expense, perform all necessary ex- cavation, furnish and install the tapping sleeve, valve and accessones, provide the tapping machine, drill the tap (unless otherwise indicated) and shall block, anchor and backfill the piping, valve and all accessories place the new piping in service and perform all site cleanup. Where that the City will make the tap, City forces are not obligated or expected to perform any work except to provide tapping machine and drill the actual hole. The full cost of such drilling and any other work required of City crews in order to complete the drilling, will be charged to the Contractor and will be deducted from funds due the Contractor. (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 tap- ping 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 pre- vent 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 Six Inch bedding under pipe shall be brought to or near optimum moisture content and densified to provide adequate support for pipe. Remainder of bedding shall be brought to or near optimum moisture content and densified immediately after pipe placement as indicated, except when mortar joints are used for jointing storm sewers, no backfill above bedding shall be placed until mortar has cured for a least 6 hours. Special emphasis Is placed upon the need for obtaining uniform backfill material and uniform compacted den- sity throughout the bedding and backfill. Extreme care Is to be taken to insure proper backfill over the pipe. 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. Testing of the completed bedding and backfill in streets and under and around struc- tures shall meet the specified density requirements to be accepted. All initial testing will be at no expense to the Contractor 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 when indicated, selected matenal 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 or for a dis- c tance each side of the structures equal to the diameter of the pipe if pipe is laid above the existing ground. Backfill material shall be compacted to the same density requirements as indicated for the adjoining sections of embankment in accordance with the governing specifications thereof. Above the'/ point of the stricture, the fill shall be placed uniformly on each side of the pipe in layers not to exceed 12 inches, loose measure. Prior to adding each new layer of loose backfill material, until a minimum 0112 inches of cover is obtained over the crown of the pipe, an inspection will be made of the inside periphery of the corrugated metal structure to determine If any floating, local or unequal deformation has occurred as a result of improper construction methods. (c) Backfill Materials The Engineer may approve any of the following well graded materials: 1. Select trench material 2. Sand 3. Crushed rock cuttings 4. Rock cuttings 510 Rev. 09130187 Page 31 Pipe (d) (e) (1) (9) 510 Rev. 09130187 5. Foundation Rock 6 Blasted material with fines and rock 7. Cement stabilized material 8. Borrow Within the 100 year flood plain sand will not be permitted for backfilling. The Engineer shall approve the topsoil for areas to be seeded or sodded. Backfill in Street Right of Way Placement of backtili under structures and within 2 feet of structures shall be compacted to the required den- sity using any method, type and size of equipment which will give the required compaction without damaging the pipe or bedding. The depth of layers, prior to compaction, shall depend upon the type of spnnkling and compacting equipment used and the test results thereby obtained. Prior to and in conjunction with the com- paction operation, each layer shall be brought to the moisture content necessary to obtain the required density and shall be kept leveled to insure uniform compaction over the entire layer. Testing for density will be in accor- dance 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 spnnkled as required to provide not less than optimum moisture nor more than 2 per- cent over optimum moisture content and compacted to the extent necessary to provide not less than 95 per- cent 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. Atter 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 com- paction 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 or cause, lose the required stability, density or finish before the pave- ment structure is placed, it shall be recompacted and refinished at the sole expense of the Contractor. Exces- sive 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 replace in kind the surface removed to construct the pipe. Backfill in County Street or State Highway Right of Way All work within the nght of way must meet the requirements of (d) above, as a minimum and shall meet the requirements of the permit issued by the County when their requirement are more stringent. Prior to the start of construction, the Contractor will be responsible for contacting the appropriate SDHPT 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 must be obtained from the appropriate Official pnor to final payment by the Owner. Backfill in Railroad Right of Way All work within the railroad right of way must 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 must be obtained from the Railroad prior to final acceptance. 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 SDHPT Test Method Tex- 114-E, un- less otherwise directed by Engineer. Page 32 Pipe 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 dralnways or drainage structures. (26) Quality Testing for Installed Pipe (a) Wastewater Pipe Acceptance Testing After construction is complete, Engineer shall determine whether the pipeline is to be tested for infiltration, exfiltration or by the low pressure air test method. _ Wastewater pipe installed in the City of Austin and its ETJ areas shall be tested for exfiltration and infiltration as described below in "Exfiltration Test" and "Infiltration Test" or by acceptable low pressure air test, as de- scribed below. At the conclusion of either test series, the work shall be further tested for pipeline settlement as described below. The Contractor shall be solely responsible for making proper structural repairs to those ele- ments 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 calcu- lated. Any amount in excess of 200 gallons per inch of inside pipe diameter per mile per day shall be cause for rejection. (c) Infiltration Test When the pipe placed in easements is completed, the upper portion of the ditch backbit 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 P.I. of the surrounding material is 20 or higher or where the backflll material has a P.I. of 20 or more. (d) Pipeline Settlement Test During the infiltration test or after the exfiltration test, the pipe will be TV inspected for possible settlement. When air testing has been used, water shall be flowed Into the pipe to permit meaningful observations. Any pipe settlement which causes excessive ponding of water in the pipe shall be cause for rejection. (e) Low Pressure Air Test of Gravity Flow Wastewater Lines (1) General Wastewater lines in sizes for which the City has testing equipment may, at the discretion of the Engineer, be air tested between manholes. Backfiliing 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 are to be plugged so they are isolated from the pipe and carrot be included in the test. All plugs used to close the sewer for the air test must be capable of resisting the intemal pressures and must be securely braced. Place all air testing equipment above ground and allow no one to enter a manhole or trench where a plugged sewer is under pressure. Release all pressure before the plugs are removed. The testing equipment used must include a pressure relief device designed to 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. 510 Rev. 09/30/87 Page 33 Pipe 510 Rev. 09130187 (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 prig to 2.5 psig greater than the average back pressure of any ground water that may submerge the pipe. Compare the time recorded with the time required as follows: Pipe Size (Inches) 6 8 10 12 15 18 21 24 Time (Minutes) 3 4 5 6 7.5 9 n 10.5 12 Any drop in pressure, from 3.5 psig to 2.5 psig, 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. When lines are air tested, manholes are to be tested separately by exfiltration or infiltration. (27) Pressure Pipe Hydrostatic Testing After the pipe has been Installed and backfllled and all service laterals, fire hydrants and other appurtenances in- stalled 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 will 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. (a) Pressure Test The entire project or each valved section shall be tested, at a pressure of 200 psi for a sufficient period (ap- proximately 10 minutes) to discover all leaking or defective materials. Repairs shall be made by the Contractor to correct any leaking or detective matenals. (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. The allowable leakage shall com- ply with AW WA C -600 which defines the allowable leakage as: L SDP 133,200 where L = Leakage in gallons per hour S = Length of pipe in feet D = Diameter (inside) of pipe in inches P = Pressure in pounds per square inch If such testing discloses leakage in excess of this specified allowable, the Contractor, at his expense, shall locate and correct all defects in the pipeline until the leakage is within the indicated allowance. Page 34 Pipe (28) Service Charges for Testing No charge will be made to the Contractor for the City'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 City's flat charge of $50.00 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 at piping materials from contamination during storage, handling and installation. Prior to disinfection, the pipeline intenor shall be clean, dry and unobstructed. All dirt, debris, gasket lubncant, etc., shall be washed from the line by swabbing with hypochlorite 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 concen- trated 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 chlonne'concentration of each step in the sterilization proce- dure 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 sec- tion of the pipeline. This heavily chlorinated water shall then be carefully flushed from the line until the chlonne concentration is no higher than the residual generally prevailing in the existing distnbution system or approximately one part per million. Proper planning and appropnate preparations to handle, dilute and dispose of this strong chlorine solu- tion 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 shall be witnessed by an authorized represen- tative of the City. (b) Bacteriological Testing After final flushing of the strong disinfecting solution, water samples from the line shall be tested for bac- teriological quality by the City and must be found free of coliform organisms before the pipeline may be placed in service. One test sample shall be drawn from the end of the main and additional samples collected at inter- vals 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 bactenological analysis shall 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 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 City. 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. 510 Rev. 09/30/87 Page 35 Pipe 510.4 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 nianner. 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 orjn 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 en- courage the return of the entire surface and all improvements to a pleasant appearance and useful condition appro- priate and complementary to the surroundings and equal or similar to that before construction began. Pipe will be measured by the linear foot along the centerline of the pipe for the various sizes and classes of pipe in place, in accordance with these specifications, complete and accepted by the Engineer, including excavation and backfill, unless they are included in the bid as a pay item. Where wyes, branches or connections to existing pipe fines are involved, measurement of the new connecting pipe will be made from the intersection of its central axis with the outside surfaces of the pipe into which it connects. Where inlets, headwalls, catch basins, manholes, junction boxes or other structures are included in lines of pipe, 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. For multiple pipes, the measured length will be the sum of the lengths of the barrels measured as prescribed above. Any concrete seal or mat required shall be measured by the cubic yard of material placed, calculated by the minimum trench width specified times the depth of foundation or mat placed below the pipe bedding. 510.5 Payment Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear foot for the various sizes of pipe, of the materials and class 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 shall be paid for at the unit price bid per cubic yard, which shall be full payment for all excavation and removal of unsuitable material and fumishing, placing and compacting the foundation rock, coarse aggregate or other approved material all complete in place. Excavation and backf ill, 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 pnce 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 will 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 shall be full compensation, in accordance with the pay items set in the bid, for excavation, fumishing, 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 structures; for hauling, moving, placing and compacting backfill materials and for all other incidentals necessary to complete the pipe installation as indicated. (1) Pipe When called for in the Bid, pipe shall be paid for at the unit contract price bid per linear foot for the size and type of pipe specified at the depth specified, complete in place. The bid price per linear foot shall include all clearing, ex- cavation, bedding material, fittings, plugs, lugs, pipe coatings, connection to the existing system, disposal of surplus materials, laying of pipe, backfilling and cleanup. Measurement for depth shall be from the existing ground surface or proposed street subgrade, whichever is less, over the centerline of the pipe. Measurement for length shall be the horizontal distance along the centerline of the pipe as surveyed by the Engineer. Payment will also represent com- pensation for removal and replacement of pavement, curb, drainage structures, dnveways and any other improve- ments damaged during construction. Concrete blocking for supporting and reinforcing bends and thrust blocks shall be included in the cost for pipe. No separate payment will be made for welded joints or harnessed joints required for thrust restraint which are sched- uled or indicated. 510 Rev. 09130/87 Page 36 Pipe (2) Concrete Cradles and Seals When called for in the Bid, concrete seals or cradles shall 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 shall be paid under Item No. 593, "Concrete Retards ". (4) Boring, Jacking and Tunneling When called for in the Bid, boring; jacking and tunneling shall be paid under Item No. 501, "Jacking or Boring" or Item No. 502, "Tunneling ". (5) Wet Connections to Water Mains ( ( Wet connections shall be paid for 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. Cast iron fittings shall be paid for as a separate item. (6) Fittings Cast iron and ductile iron fittings of the class indicated, furnished in accordance with these specifications will be paid for at the unit price bid per ton, complete in place, according to ANSI A 21.10 (AWWA C -110) scheduled weights for mechanical joint fittings furnished, including glands, bolts and gaskets. Class to be as specified in the Contract. Steel cylinder concrete pipe fittings will not be paid for separately. The Contractor shall include these in his bid for pipe. Concrete Trench Cap and Encasement Where the distance between the top of the concrete encasement and the top of the trench cap is less than 36 inches, the concrete cap and encasement will 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 — Stablilized Backfill Cement- stablilized backfill shall be paid for at the unit price bid per linear foot and shall be full payment to the Con- tractor for furnishing and installing the required material, mixed, placed and cured complete in place Concrete Encasement When called for in Bid, Concrete Encasement shall be paid under Item No. 505, "Concrete Encasement and Encase- ment 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 will be paid for at the unit contract price bid, complete in place as indicated and shall be full payment for furnishing necessary materials. installation of systems and removal when permitted. Payment. when included as a contract pay item, will be made under one of the following: Pay Item No. 510-k Pipe, Dia (all depths). including Excavation and Backfill — Per Linear Foot. Pay Item Na 510-AW: Pipe. Dia. 1 to __ depths). including Excavation and Backfill — Per Linear Foot Pay Item No. 510.E Pipe Excavation. Ft. Width — Per Linear Foot. Pay Item No. 510•F: Pipe Trench Backfill, Ft Width — Per Linear Foot. Pay Item No. 510•G: Concrete Seal or Cradle, Dia. Pipe — Per Linear Foot. Pay Item No. 510-H: Concrete Trench Cap. Ft. Width — Per Linear Foot. Pay Item No. 5104: Concrete Cap and Encasement. Dia. Pipe — Per Linear Foot. Pay Item No. 510.K: Cement Stabilized Backfill, , _ Dia. Pipe — Per Linear Foot. 510 Rev. 09130187 Page 37 Pipe A "W' after the pay item indicates the use for water. A "WW" after the pay item indicates the use for wastewater. End Pay Item No. 510-M: Foundation Rock —Per Cubic Yard. Pay Item No. 510-0: Coarse Aggregate—Per Cubic Yard Pay Item No. 510-S: Trench Safety Systems —Per Linear Foot. Pay Item No. 510•T: Pressure Taps, Dia. x Dia —Ibr Each. Pay Item No. 510-V: Wet Connections, Dia. x Dia. — Per Each. Pay Item No. 510•X: Cast Iron or Ductile Iron Fittings — Per Ton. Ref: 102, 210, 403, 501, 505, 507, 593, 601, 604 510 Rev. 09130187 Page 38 Pipe Item No. 559 Concrete Box Culverts 559.1 Description This item shall 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 AASHTO Standard Specifications for Highway Bridges; design wheel load, 16 Kips) and to the requirements of ASTM C 789 and/or ASTM C 850. 559.2 Materials (1) Concrete Class A Concrete shall be used for cast -in -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 ". 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 14 inch rock. 559.3 Fabrication 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 con- structed to permit their removal without damage to the concrete. Offsets at form joints shall not exceed Ye 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: 559 Rev. 09/30/87 Page 1 Concrete Box Culverts (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 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 ". (3) 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 cunng 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 cunng, 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 Y2 hour after removal of forms, unless interim cunng 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 cunng. 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 ". 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. 559.4 Testing 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 Rev. 09130187 Page 2 Concrete Box Culverts 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 "'Y inch. The horizontal or vertical plane at each end shall not vary' from being perpendicular to the top and bottom by more than t inch when measured diagonally between opposite interior comers 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' inch when measured diagonally between opposite interior comers 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. The straightness of the tongue and groove at the mating surface shall not vary by more than Y inch. Deviations from the above tolerances will be acceptable if the box sections can be fitted at the plant or lob site and it is deter- mined 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 perti- nent 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 require- ments have been met. 559.8 Construction Methods 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 specified in Item Na 510, "Pipe': When precast boxes are used to form multiple barrel structures, they shall be placed in conformance with the details indicated. Matenals to be used between barrels shall be as indicated. Connections of precast boxes to cast -in -place boxes or to any required headwalls, wingwalls, 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. 559 Rev. 09/30/87 Page 3 Concrete Box Culverts 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 lull 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 backf ill, which shall conform to Item Na 401, "Structural Excavation and BackfiII When precast boxes are laid on a skew, full compensation for cutting the ends when required by the plans, shall be included in the unit price bid per linear foot, measured conforming to "Measurement" above. Payment will be made under one of the following: Item No. 559: Concrete Box Culvert, Foot x — Foot — Per Linear Foot. Item No. 559 -A: Concrete Box Culverts — Per Cubic Yard End (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 mea- sured length will be the sum of the lengths of all barrels measured as descnbed above. Ref: 210, 401, 403, 405, 406, 409, 410, 510 559 Rev. 09130187 Page 4 Concrete Box Culverts 560.1 DESCRIPTION This item shall govern the materials used and the furnishing and placing of coarse aggregate fill at the locations shown and in accordance with the details indicated. 560.2 MATERIALS The material shall consist of clean, coarse - grained, free - draining, durable crushed - stone conforming to the grading requirements shown for "Coarse Aggregate" in Item No. 403 "Concrete for Structures ". 560.3 CONSTRUCTION METHODS Construction methods shall conform to Item No. 559 "Concrete Box Culverts ". 560.4 MEASUREMENT Item No. 560 Coarse Aggregate Fill "Coarse Aggregate Fill" will be measured at depths specified for the area indicated, by the cubic yard, complete in place. 560.5 PAYMENT This item will be paid for at the unit price bid for "Coarse Aggregate Fill" which price shall be full compensation for all work herein specified, including the furnishing, hauling, placing and compacting of all materials, and for all equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under the following: Pay Item No. 560: Coarse Aggregate Fill - per cubic yard. (2) Broken Concrete Item No. 591 Riprap for Slope Protection 591.1 Description This Item shall consist of excavation of all materials encountered for placing nprap, disposal of excess material and backfilling around the completed nprap to the grade indicated. The work shall include all pumping and bailing, furnishing and placing nprap of rock or concrete in accordance with the details and to the dimensions indicated. 591.2 Materials (1) Rock Rock for riprap shall consist of field rock or rough, unhewn quarry 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. 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 It 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 Fabric shall conform to Item No. 620, "Filter Fabric ". 591.3 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': 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. Spells and small stones used to fill open joints and voids in rock nprap shall be rocked and wedged to provide a tight fit. Unsuitable excavated materials or excavation in excess of that needed for construction shall be known as "Waste" and shall become the property of the Contractor 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 Riprap Unless otherwise indicated, all rocks used in these types of riprap 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 upright axis of the rocks shall make an angle of approximately 90 degrees with the embankment slope. The courses shall be 591 Rev. 09130187 Page 1 Riprap for Slope Protection placed from the bottom of the embankment upward, with the larger rocks being placed on the lower courses. Open joints shall be filled with spells. Rocks of greater dimension than the required riprap thickness shall be embedded in the embankment to present a uniform finished top surface such that the variation between tops of adjacent rocks shall not exceed 3 inches. Rocks 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 of concrete with dimensions and reinforcement indicated. 591.5 Mortared 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 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, ft 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 filled 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 nprap shall be placed as indicated or as established by the Engineer. Unless otherwise indicated, concrete riprap shall be reinforced using wire or bar reinforcement. Concrete shall be Class A or as indicated and shall conform to Item No. 403, "Concrete for Structures ". When welded wire reinforcement is indicated, ft 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 riprap, the wire fabric shall not be less than 1 inch nor more than 3 inches from the edge of the concrete and shall have no wires projecting beyond the last member parallel to the edge of the concrete. 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. 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 % inch deep at 10 foot intervals. All joints shall 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. After 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 ". 591.7 Pneumatically Placed Concrete Riprap, Type 1 and Type 11 - Pneumatically placed concrete for nprap 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 11 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 ". 591 Rev. 09130/87 , Page 2 Riprap for Slope Protection 591.8 Measurement Measurement of acceptable riprap 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 riprap 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 Backhll ". Payment will be made under one of the following: End Pay Item No. 591 -A: Dry Riprap — Per Square Yard. Pay Item No. 591•D: Mortared Rock Riprap — Per Square Yard. Pay Item No. 591•F: Concrete Riprap, In — Per Square Yard. Pay Item No. 591 -G: Concrete Riprap — Per Cubic Yard. Pay Item No. 591 -P: Pneumatically Placed Concrete Riprap, In — Per Square Yard. Ref: 401, 403, 404, 406, 408, 410, 620 591 Rev. 09130187 Page 3 Riprap for Slope Protection 601.1 Description Item No. 601 Salvaging and Placing Topsoil This item 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 04/17/86 601 604.1 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 Fertilizer shall conform to Item No. 606, "Fertilize'. The fertilizer used shall have an analysis of 15- 15 -15, homoge- neous 13 -13 -13 or the analysis 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. (8) 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 stale of good tilth which could prevent the seed from being covered too deep for optimum germination. The optimum depth for seeding shall be Va 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. 604 Rev. 09/30187 Item No. 604 Seeding for Erosion Control 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 t Seeding for Erosion Control Watering applications shall constantly maintain 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 inches in height and accepted by the Owner. Hydraulic seeded areas shall be watered commencing after 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. Native grass seeded areas shall be watered commencing after 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 %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 right 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. After 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 Rate 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 to 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 all matenals 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 Tackifier 604 Rev. 09130187 1 lb. September 15 to March 1 15 lbs. 45.9 lbs. 1.4 lbs. 57.4 lbs. 1.5 lbs. 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 ". (1) Mulch — Asphalt Mulch The cultivated area or seed bed shall have a relatively smooth surface without ruts or tracks Water shall be applied to 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 uni- form. If the sowing of seed is by hand, rather than mechanical methods, the seed shall be sown in two directions at right angles to each other. Seed and fertilizer may be distributed at the same time provided the specified uniform rate of application for both 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 at 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 Page 2 Seeding for Erosion Control (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 material into the straw uniformly as it leaves the equipment at a rate of 0.05 to 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. Shredded Brush Mulch (3) 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- gineerlArchitect 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 lndiangrass Premier Sideoats grama Green spangletop Buffalo Grass Bermuda Grass 0.1 lbs/1000 sq. ft. 0.1 lbs/1000 sq. ft. 0.2 lbs/1000 sq. ft. 0.1 lbs/1000 sq. ft. 0.2 lbs/1000 sq. ft. 0.2 lbs/1000 sq. ft. Total Seeding Rate 1.0 lbs/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 topsoiled areas. Mulching shall imme- diately follow seed application. 604.7 Measurement Work and acceptable material for "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 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 Seeding for Erosion Control — Method Mulch — Per Square Yard. Pay Item No. 604 - Seeding for Erosion Control — Method Mulch — Fer Acre. Pay Item No. 604 Mulch — Per Square Yard. Pay Item No. 604 -N: Native Grass Seeding — Per Square Yard. End Ref: 130, 606 604 Rev. 09/30/87 Page 3 Seeding for Erosion Control 605.1 Description This item shall consist of providing and placing wood fiber mat, nylon monofilament mat, reinforced paper mat or lute mesh as soil retention blanket over seeded areas indicated or as specified by the Engineer. 605.2 Materials (1) Jute Mat (2) Excelsior Mat (3) (5) Jute mat shall consist of heavy, smolder resistant, 1 inch uniform size strands, woven from undyed and unbleached jute yarn, 48 inches in width and weighing an average of 1 2 pounds per linear yard of cloth with a tolerance of =5 percent. The yarn shall be of a loosely twisted construction having an average twist of not less than 1.6 turns per inch and shall not vary in thickness by more than '/ as normal diameter. Excelsior mat shall be wood excelsior, 48 inches in width, =1 inch and weighing 0.8 pounds per square yard, =10 percent. The excelsior material shall be covered with a netting to facilitate handling and to increase strength. Wood Fiber Mat The wood fiber mat shall consist of a machine produced mat of curled wood excelsior of 80 percent, 6 inches or longer fibers, with consistent thickness and the fiber evenly distributed over the entire area of the blanket. The top side of the blanket shall be covered with a biodegradable, carbon- impregnated extruded plastic mesh or other, as approved by the Engineer. The weight of the blanket shall be approximately 1.25 pounds per square yard (4) Nylon Monofilament Mat Item No. 605 Soil Retention Blanket The monofilament mat shall consist of entangled nylon monofilaments, fused at the intersections of the entangled fibers. The three - dimensional structure so formed shall be a bulky mat with 90 percent of its volume a void capable of being filled with soil after installation on the project site. The material of which the mat consists shall be Nylon 6 plus a minimum 0.5 percent by weight of Carbon Black. Additionally, the nylon monofilament mat shall meet or exceed the following requirements: Weight 0 06 psim7% Thickness of mat 0.8 inch minimum Filament diameter 0.015 inch minimum Tensile strength — length direction 94.07 Ibsift. minimum Tensile strength — width direction 53.75 lbs/tt. minimum Elongation — length direction 50% minimum Elongation — width direction 50% minimum Resiliency — immediate recovery, 5 cycles at 200 psi (14061.4 gm/sq cm) 80% Reinforced Paper Mesh Paper mesh shall consist of a knitted construction yarn with uniform openings interwoven with strips of biodegrada- ble paper, furnished in rolls with suitable protection tor outdoor storage The weight of the paper mesh shall be at least 0.12 pound per square yard. (6) Wire Staples Wire staples shall be not less than 13 inch lengths of No. 11 wire bent to form a "U" approximately 1 inch in width (7) Wood Stakes Wood stakes shall be 1 x 3 inch nominal lumber at the top and tapered to a point. The length shall be 14 inches minimum. 605.3 Construction Methods The Soil Retention Blanket shall be placed within 24 hours after seeding operations have been completed, conforming to Item No. 604, "Seeding for Erosion Control" or when directed by the Engineer. Page 1 04/17/86 605 Site Preparation: After the site has been shaped and graded to the approved design, a friable seedbed relatively free from clods and rocks shall be prepared. Any foreign matter that will prevent contact of the preparation mat with the soil surface shall be removed. The area shall be smooth and free of ruts or other depressions. If the prepared seedbed becomes crusted or eroded as a result of rain or for any reason, the Contractor shall rework the soil until it is smooth and reseed such areas which are reworked. After the area has been properly prepared, the blanket shall be laid out flat, even and smooth, without stretching or crimping the material. Jute mesh used as a ditch lining shall be applied with the lengths running parallel to the flow of water. Where more than one width is required, a lap joint not less than 4 inches shall be used, with the higher fabric on top. An anchor slot shall be constructed at the upslope edge of the jute mesh placement. This is accomplished by burying at least 6 inches of the end of the mesh vertically in a slot dug in the soil. The soil shall be firmly tamped against the jute in the slot. Junction slots shall be used to join the ends of successive lengths. For junction slots, the upslope end of each strip of jute mesh shall be buried at least 6 inches in a slot dug in the earth Soil shall be firmly tamped against the jute in the slot. The ends of the jute shall overlap at least 12 inches with the higher fabric on top. Check slots shall be constructed by placing a tight fold at least 6 inches vertically into the soil. On ditch grades of 4 percent or less, such check slots shall be spaced so that a check or junction slot occurs within each 50 feet. On ditch grades greater than 4 percent, such slots shall occur within each 25 feet. A terminal slot shall be placed at the bottom end of the mesh. This shall be accomplished by burying the end of the mesh ver- tically in a slot dug in the soil as indicated. The soil shall be firmly tamped against the jute in the slot. our inch or 6 inch lawn edging may be used as an alternate means of providing a check slot. The edging material may be either metal or rigid plastic and shall be placed under the mesh. This edging shall be dnven flush with the slope or channel surface, with staples installed through the mesh on the upslope side of the edging at 6 inch intervals. Jute mesh shall be held in place by means of wire staples. The staples shall be driven at a 90 degree angle to the plane of the soil. Staples shall be spaced not more than 3 feet apart in 3 rows for each strip, with a row along each edge and one row alternately spaced in the middle All ends of mesh and check slot locations, shall be secured by staples spaced 6 inches apart across the width. It lute mesh over sod is specified, check slots or junction slots will not be required. The wood fiber mat or nylon monofilament mat shall be laid in the same manner as jute mesh, except that the ends and edges are not lapped but are tightly butted together. The stapling pattern is the same as required for jute mesh. When wood fiber mat or nylon monofilament mat is placed as a ditch liner, junction slots, check slots and anchor slots are not required. However, in lieu of check slots, a row of staples spaced on 6 inch centers, running at right angles to the ditch line rows, shall be placed within each 50 feet on ditch grades of 4 percent or less. On ditch grades greater than 4 percent, such rows of staples shall occur within each 25 feet. When jute mesh, wood fiber mat or nylon monofilament mat is used on cuts or fills, the mesh or mat may be placed with the length running from top of slope to toe of slope or the mesh or mat may be placed with the length running horizontally or parallel to the contour. Check slots will not be required for jute mesh placed on cuts or fills. Immediately after the soil retention blanket has been placed and stapled, the area covered shall be sprinkled and rolled with a light roller of sufficient weight to press the blanket into the surface of the soil. The roller shall be of such weight to avoid over compaction of the seedbed. 605.4 Measurement Work and acceptable material for "Soil Retention Blanket" will be measured by the square yard or by the acre of surface area covered, complete in place. 605.5 Payment The work performed and materials furnished and measured as provided under "Measurement" will be paid for at the unit pnce bid for "Soil Retention Blanket", which price shall be full compensation for furnishing wood fiber mat, nylon monofilament mat or jute mesh and all labor, tools, equipment and incidentals necessary to complete the work. No direct payment will be made for ' anchor, check, terminal or junction slots and wire staples, these being considered as subsidiary work pertaining to the construc- tion of the "Soil Retention Blanket ". Payment will be made under one of the following: Pay Item No. 605 -A: Soil Retention Blanket — Per Square Yard. Pay Item No. 605 -B: Soil Retention Blanket — Per Acre. End 605 04/17/86 Page 2 606.1 Description This item shall consist of providing and distributing fertilizer over such areas as indicated and in accordance with these specifications. 606.2 Materials All fertilizer used shall be delivered in bags or containers clearly labeled showing the analysis. The fertilizer is subject to testing by the State 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 Pelleted 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 of the Engineer. Unless otherwise indicated, fertilizer shall be applied uniformly at the following rate: End FERTILIZER APPLICATION Item No. 606 Fertilizer NEW CONSTRUCTION FERTILIZER ANALYSIS USE TYPE 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 the 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. Page 1 04/17/86 606 639.1 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 feet 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 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 ". Use only open - graded rock, with most of the fines removed. 639.4 Construction Methods All trees, brush, stumps, objectionat 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, after each rainfall of 1 inch or more, will be made by the Contractor, and when the silt reaches a depth equal to' 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 rnaterial 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: End Pay Item No. 639: Rock Berm — Per Linear Foot. Item No. 639 Rock Berm Page 1 04/17/86 639 706.1 Description hem No. 706 Bridge and Culvert Railing This item shall consist of the construction of concrete, steel, aluminum or pipe railing or a combination of these materials on bridges, walls or incidental structures as indicated. • In general, railing shall include that portion of the structure erected on and above the roadway curb or along the edges of walks, curbs and/or slabs for the protection of traffic and pedestrians and shall include the tie in anchorage to the approach railing erected on the embankment. Railing, including the necessary anchorage, shall be constructed in accordance with the details indicated. 706.2 Materials All materials shall conform to Class H, Item No. 403, "Concrete for Structures ", Item No 406. "Reinforcing Steel" and Item No. 720, "Metal for Structures" as the case may be. 706.3 Construction Methods Railing shall be of the classification and type specified conforming with the requirements herein and shall be constructed in accordance with details indicated. It shall be constructed to the alignment, grade and camber indicated Shop fabricated railing shall be uniform to insure good Joints and continuous lines after erection on the structure. Any appreciable amount of cutting, bending or filling required during erection to produce a reasonable fit will be cause for rejection of the rail. Unless otherwise provided, railing shall not be placed until falsework, if any, for the span has been released. During construction, care shall be exercised to insure proper functioning of expansion joints. Unless otherwise indicated, rail posts shall be vertical. Fabrication and erection of metal for railing shall conform to Item No. 721, "Steel Structures" and to the requirements of this specification. Splicing of members will be permitted only as provided by contract plans. In general, splices shall be at rail posts: At splice locations and details shall be as indicated. For metal railings, shop drawings shall be prepared and forwarded for review in accordance with Item No. 720, "Metal for Structures ". Welding shall conform to Item No. 723, "Structural Welding" and with applicable American Welding Society requirements. Railing matenals shall be stored above the ground on platforms, skids or other supports and kept free from grease, dirt and contact with dissimilar metals. Care shall be taken at all times to avoid scratching, marring, denting, discoloring or otherwise damaging the railing. Unpacking and stonng of rail members at the job site shall be in accordance with manufacturer's recommendations. To facilitate bending or straightening, aluminum materials other than castings may be heated not to exceed 400 F for a penod not exceeding 30 minutes. , Welding of aluminum materials shall be done by an inert gas shielded, electric arc welding process using no welding flux, Torch or flame cutting of aluminum will not be permitted. (1) Concrete Railing For concrete portions of railings, the construction and removal of forms and the placing, curing and surface finishing shall conform to Item No. 410, "Concrete Structures" and to the requirements herein. Provisions shall be made in constructing forms to provide for checking and correction of railing lines and grades atter concrete has been placed, but before initial set and the finish floating of the railing tops shall not disturb the form alignment atter the final check. Particular care shall be exercised in other construction operations to avoid disturbing or vibrating the span with the newly placed railing. Construction joints at the bottom of rail posts or rail parapet shall conform to Item No. 410, "Concrete Structures ". For precast members, care shall be taken to preserve true and even edges and corners. Any member which becomes marred or cracked will be rejected and shall be removed from the work. All storing, splicing, bending and placing of reinforcing steel for railing shall conform to the pertinent provisions of Item No. 406, "Reinforcing $teel". (2) Pipe Railing Pipe shall be fabricated from the material and to the shape and dimensions indicated. Pipe rail and posts shop fabricated into panels shall be mounted in a jig clamped in their true relative positions, accurately spaced with respect to each other and while assembled shall be completely welded or bolted, as the case Page 1 12/03/66 706 may be. When indicated, as each rail section is.completely assembled and connected, the adjacent section shall be set in its proper relative positions, with the ends engaged and remain in this position until completely connected. Each pair of sections shall be matchmarked so they may be erected in the same order in which they were tabncated. (3) Metal Rail The fabricated elements shall conform to the dimensions and cross section indicated. The rail shall be straight and free from warp. Maximum deviation from straightness of either edge of a full length section shall be Y inch. Rail elements shall be jointed and connected to the rail posts as indicated Lapped elements shall have the lap in the direction of traffic in the adjacent lane. (4) Cast Rail Posts Castings shall be true to pattern in form and dimensions and shall be of the materials indicated. Castings shall be permanent mold castings of uniform quality and condition, free from cracks and shall be free of defects such as blow holes, porosity, hard spots or shrinkage effects which are extensive enough to materially affect their suitability for the intended use. The castings shall be free of all burrs, fins, discoloration and mold marks and shall, when finished, have a smooth and uniform appearance and texture. Castings shall be produced under radiographic control, consisting of radiographic examination of them, until proper foundry technique is established for each mold to produce a product free from harmful intemal defects. Radiographic examination of production castings will be made as necessary to insure maintenance of satisfactory quality. Mill test reports shall be furnished showing the chemical composition, tensile strength, elongation and number of pieces for each lot. When required, the castings shall be heat treated to produce material with the utmost uniformity conforming to the properties specified. The whole casting shall be heat treated and never a portion only. All castings shall be permanently marked on the web or top of base with the lot number and with heat treat lot identification. Such markings shall be sufficient to correlate the castings with the mill test reports. To provide more uniform materials and to reduce the number of samples required to establish material compliance, the entire number of acceptable posts case from each lot shall be furnished to the project, except where less than the complete lot is required or where a portion of a lot is required to complete the shipment. The mill test report shall indicate the number of posts represented by each 101 and furnished to the project. For aluminum, a lot of castings shall consist of not more than 1,000 pounds of trimmed castings when produced from batch type furnaces or 2.000 pounds when produced from a continuous furnace during a period not exceeding 8 consecutive hours. - 706.4 Tests One post from each cast aluminum post tot shall be selected by the Engineer for test purposes and shall conform to Item No. 720, "Metal for Structures ". For Metal Beam Rail, a sample of the rail and terminal may be taken from each shipment to a project. A test coupon cut from the material and tested in the Department Laboratory as specified in ASTM Designation: E 8, Figure 6, shall elongats not less than 12 percent In a 2 inch gauge length. 706.5 Protective Coating Unless otherwise indicated, all portions of steel railing may be either painted or galvanized. When painted, the type and coating thickness shall be in accordance with the paint system shown on the Specification Data Sheet and shall conform to Item No. 722, "Paint and Painting ". Galvanized railing shall be hot dip galvanized after fabrication in accordance with ASTM A 123 and A 153, except that, unless otherwise indicated, any deep beam rail element may be galvanized before fabrication with a coating designation G 210 in accor- dance with ASTM A 525. Aluminum railing and galvanized steel railing will normally not require field painting. Prior to acceptance, extrusion marks, grease, dirt and grime shall be cleaned from the railing. After erection, galvanizing on all parts of steel posts and rail elements which has become scratched, chipped or otherwise dam- aged shall be thoroughly cleaned and the cleaned area painted with 2 coats of zinc dust -zinc oxide paint conforming to the requirements of Federal Specification TT -P -641 b or repaired by the application of repair compounds meeting Federal Specifica- tion 0 -G -93 (Stick only) in accordance with the manufacturer's recommendations. .706 04/17/86 Page 2 Where fabrication is done after galvanizing and when Indicated, the cut edges and bolt holes shall be cleaned by brushing and the cleaned area shall be painted with 2 coats of zinc dust -zinc oxide paint conforming to the requirements of Federal Spectfica- tion TT -P -641 b or shall be repaired by application of galvanizing repair compounds meeting Federal Specification 0 -G -93 (Stick only) in accordance with the manufacturer's recommendations. 706.6 Designation of Railing Railing shall be designated by the general classification and type indicated. If the plans include details of both steel and alumi- num designs for the same type of railing, the Contractor has the option of furnishing either type. The option chosen (steel or aluminum) shall be furnished for all railing of that type on the entire contract. 706.7 Measurement Railing of the classification and type designated will be measured by the linear foot, complete in place, in accordance with the dimensions and details indicated. 706.8 Payment Payment will be made at the unit price bid per linear foot for railing of the classification and type indicated, complete in place, measured as herein provided, which price shall be full compensation for furnishing, preparing and placing of all concrete, expan- sion joint material, reinforcing steel, structural steel, aluminum, cast steel, pipe, anchor bolts and all other materials required in the finished railing and for all labor, tools, hardware, equipment, paint and painting, galvanizing and incidentals necessary to complete the work in the manner and in accordance with the details specified in the contract. For metal railing, the puce paid shall be for the length of metal rail installed and shall not include concrete parapet walls or concrete wing terminal walls unless specifically designated. Payment will be made under: End Pay Item No. 706: Bridge and Culvert Railing, Type — Per Linear Foot. Pay Item No. 706GP: _ In Galvanized Pipe Handrail — Per Linear Foot. Pay Item No. 706PT: — In Painted Square Tubing Handrail — Per Linear Foot. Page 3 12/03/86 706 727.3 DELIVERY OF SALVAGED MATERIALS Item No. 727 Salvage of Existing Footbridge, Construction Signs and Barricades 727.1 DESCRIPTION This item shall consist of removal, salvage and delivery of the existing footbridge, construction signs and barricades located in the project area as indicated to the City of Round Rock Public Works yard as directed. 727.2 REMOVING EXISTING MATERIALS The existing footbridge, construction signs, barricades and miscellaneous items as indicated shall be carefully removed and salvaged such that these items may be reused. The salvaged materials shall be delivered to the City of Round Rock Public Works yard prior to construction. 727.4 MEASUREMENT AND PAYMENT "Salvage of Existing Footbridge, Construction Signs, and Barricades" will be measured and paid as a lump sum pay item. This price shall be full compensation for all work herein specified, including the furnishing of all materials, equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under the following: Pay Item No. 727: Salvage of Existing Footbridge, Construction Signs and Barricades - lump sum. 803.1 Description hem No. 803 Barricades, Signs and Traffic Handling 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 toot 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 tor Structures ". (5) 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 D- 987.48 %, Atlas Twin ARC Weathering ASTM E 42-69, Type E conforming to ASTM D 822-60X which requires the ASTM E 42 Type E Atlas XW data; L•23008 dated January 7, 1970. (6) Paint Exterior Oil base paint, colors as indicated. 803.3 Construction Methods Prior to commencing construction, suitable "Barricades, Signs and Traffic Handling" devices shall be installed to protect the workers and the public. The Contractor shall be responsible for installing all markers, signs and barricades conforming to the Manual on Uniform Traffic Control Devices and /or as indicated. If, in the opinion of the Engineer, additional markers, signs or barricades are needed in the interest of safety, the Contractor will install such as are required or as directed by the Engineer. 803.4 Maintenance It shall be the Contractor's responsibility to maintain, clean, move and replace if necessary, barricades, signs and traffic handling devices during the time required for construction of the project. Permanent barricades shall be constructed as required after the completion of the street by drilling holes to place the posts and concrete foundations. Foundation concrete shall be cured before the rails are attached. When no longer needed all temporary Barricades, Signs and Traffic Handling Devices shall be removed and the area restored to its original condition or as directed by the Engineer. 803 Rev. 09/30/87 - Page 1 Barricades, Signs and Traffic Handling 803.5 Measurement The work performed and the materials furnished 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". 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 barricade. Payment will be made under: End Pay Item No. 803: Barricades — Per Each. Pay Item No. 803-L• Barricades — Lump Sum. 803 Rev. 09/30/87 Page 2 Barricades, Signs and Traffic Handling 864.1 Description This item shall govern for the placement, maintenance and removal of temporary abbreviated markings which are to be placed on all roadways that are open to traffic and that do not have standard markings in place. 864.2 Materials The pavement - marking material shall consist of an adhesive - backed reflective tape which can be applied to the pavement. Mark- ings shall be of good appearance, have straight, unbroken edges and have a color that complies with all federal regulations. End (1) Color The markings, as well as retroreflected light from the markings, shall be white or yellow as indicated. (2) Visibility The pavement markings (during daylight hours) shall be distinctively visible for a minimum of 300 feet unless sight distance is restricted by geometric roadway features. The pavement markings (when illuminated by automobile lowbeam headlights at night) shall be distinctly visible for a minimum of 160 feet unless sight distance is restricted by geometric roadway features. The above day and night visibility requirements shall be met when viewed from an automobile traveling on the roadway. 864.3 Construction Methods Abbreviated markings meeting all specification requirements shall be in place on all roadways on which traffic is allowed and where suitable standard pavement marking is not in place. The transverse location of the line(s) formed by the markings shall be as determined by the Engineer. Unless otherwise indicated, the abbreviated makings shall be placed as follows: Condition Straight Curve greater than 2 degrees Curve less than or equal 2 degrees Spacing Length of Stripe 80 feet approximately 24 Inch 40 feet maximum 24 inch 80 feet maximum 24 inch Item No. 864 Abbreviated Pavement Markings Pavement markings shall be a minimum of 31/2 inches wide. Lengths and spacings will be in accordance with these specifications. The spacing of stripes may be modified by the Engineer However, the maximum spacing specified above shall not be exceeded in any case. The Contractor will be responsible for maintaining the abbreviated pavement markings until standard pavement markings are in place. Abbreviated pavement markings shall be removed after all permanent markings have been placed. 864.4 Measurement and Payment Abbreviated pavement markings will not be measured and payment will be considered subsidiary to the various pavement items indicated. Page 1 04117/86 864 900.1 DESCRIPTION 900.2 MATERIALS AND CONSTRUCTION METHODS 900.3 MEASUREMENT AND PAYMENT Item No. 900 Restoration This item shall consist of the restoration, complete in place, to City standards of all improvements damaged during construction of this project which are not included as a separate contract pay item. The applicable items contained within this manual and the City of Austin Standard Specifications as adopted and amended by the City of Round Rock shall govern improvements to be restored. Restoration, complete in place, of improvements, which are not included as a separate contract pay item, damaged during construction of this project shall be considered subsidiary to the contract and no measurement for additional payment shall be made.