PROPOSALS MUST BE RECEIVED BY 9:30 A.M ... 2343A bid documents.pdfPROPOSALS MUST BE RECEIVED BY 9:30...

PROPOSALS MUST BE RECEIVED BY 9:30 A.M.

CONTRACT BID DOCUMENTS

TURNER TURNPIKE CONTRACT NO. JKT-2343A

BID OPENING: OCTOBER 16, 2017 AT 10:00 A.M.

3500 Martin Luther King Avenue Oklahoma City, OK 73111 Telephone: (405) 425-3600

GRADING, DRAIN, PAVING AND BRIDGES Project is located at Interchange of the JKT with I-40, extending the existing John

Kilpatrick Turnpike.

CONSULTING ENGINEERS: Driving Forward Program Manager Olsson Associates Poe & Associates 201 NW 63rd Street, Suite 130 1601 Northwest Expressway, Suite 400 Oklahoma City, OK 73116 Oklahoma City, OK 73118

JKT-2343A, PREPARED BY: CP&Y

2000 N. Classen Blvd., Suite 1410 Oklahoma City, OK 73106

Proposal No. ____ Date ________ Issued To ____________________ ____________________________

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OTA NOW REQUIRES ON-LINE BIDDING. TO GET SIGNED UP TO BID OVER THE INTERNET

CONTACT BID EXPRESS AT http://www.BidExpress.com or (888) 352-2439

BIDS WILL BE OPENED AT 10:00 A.M. ON

OCTOBER 16, 2017 AT OKLAHOMA TURNPIKE AUTHORITY 3500 MARTIN LUTHER KING AVENUE, OKLAHOMA CITY, OK 73111

BIDS MUST BE RECEIVED THIRTY MINUTES PRIOR TO THE BID OPENING

------------------------------------------------------------------------------- CONTRACT: JKT-2343A TURNPIKE: JOHN KILPATRICK COUNTY: OKLAHOMA DESCRIPTION: GRADING, DRAIN, PAVING AND BRIDGES LOCATION: INTERCHANGE OF THE JKT WITH I-40, EXTENDING THE EXISTING JOHN

KILPATRICK TURNPIKE. LENGTH: N/A NOTE: UNLESS OTHERWISE NOTED IN THE PROPOSAL, ALL BIDS MUST BE SUBMITTED OVER THE

INTERNET USING BID EXPRESS. IF A BIDDER IS UNABLE TO SUBMIT AN ELECTRONIC BID DUE TO CONDITIONS OUT OF THEIR CONTROL, SUCH AS, A DISABLED NETWORK SERVER, POWER OUTAGE, OR OTHER UNFORESEEN EMERGENCY, THE BIDDER MUST REQUEST AND GET APPROVAL TO SUBMIT A PAPER BID. THIS WRITTEN APPROVAL SHOULD INCLUDE JUSTIFICATION FOR THE REQUEST AND BE TAKEN TO THE OTA ASSISTANT DIRECTOR OF ENGINEERING FOR SIGNATURE PRIOR TO THE BID OPENING. CONTACT BRAD MANHALTER, P.E. AT (405) 425-7004 OR [email protected] ONCE SIGNED, INCLUDE THE APPROVAL FORM WITH THE SUBMITTED BID.

UNIT PRICES MUST BE SHOWN IN NUMERALS FOR EACH ITEM LISTED IN THIS PROPOSAL. PREQUALIFICATION WITH THE OKLAHOMA DEPARTMENT OF TRANSPORTATION IS REQUIRED FOR THIS OKLAHOMA TURNPIKE AUTHORITY PROJECT AS DESCRIBED IN THE 2010 OTA STANDARD SPECIFICATION SECTION 102.01. AMOUNT OF CONTRACT GUARANTEE: FIVE PERCENT (5%) OF THE BID. PLEASE BE SURE THAT BID BONDS ARE PROPERLY EXECUTED THROUGH THE BID EXPRESS SYSTEM (OR STAPLED TO THE BACK OF THE PROPOSAL WITH WRITTEN BID). ******************************************************************************************* BID RIGGING IS A SERIOUS CRIME. IF YOU HAVE ANY INFORMATION CONCERNING COLLUSIVE BIDDING, EVEN A REQUEST TO SUBMIT A COMPLIMENTARY BID, PLEASE CALL THE OKLAHOMA ATTORNEY GENERAL’S OFFICE AT TELE. NO 405-521-3921. NOT FOR C

ONSTRUCTION

http://www.bidexpress.com/

mailto:[email protected]

OKLAHOMA TURNPIKE AUTHORITY

TABLE OF CONTENTS

JKT-2343A NOTICE TO CONTRACTORS JOINT VENTURE CONTRACTING PROCEEDURES CONTRACT REQUIREMENTS

SCHEDULE OF BID ITEMS

CONTRACTOR PERFORMANCE RECORD BUSINESS RELATIONSHIPS AFFIDAVIT

NON-COLLUSION BIDDING CERTIFICATION

STATUS VERIFICATION SYSTEM AFFIDAVIT

CONTRACT

CONTRACT FORM (AFFIDAVIT)

AUTHORIZATION FOR WAIVER & DISCLOSURE OF TAX INFORMATION

CHANGE ORDERS OR ADDENDA

DEFECT BOND

PERFORMANCE BOND

STATUTORY AND PAYMENT BOND

SPECIAL PROVISIONS

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NOTICE TO CONTRACTORS OKLAHOMA TURNPIKE AUTHORITY REQUIRES ON-LINE BIDDING. To sign up for on-line bidding contact Bid Express at www.BidExpress.com or call (888) 352-2439. All bids must be submitted over the Internet via Bid Express to the Oklahoma Turnpike Authority. NO BID WILL BE ACCEPTED AFTER 9:30 a.m. on the scheduled bid opening date: October 16, 2017. Proposals will be publicly opened at 10:00 a.m., Central Time at the Oklahoma Turnpike Authority office at 3500 Martin Luther King Avenue, Oklahoma City, OK, for the work listed below. The Oklahoma Turnpike Authority will accept proposals from Joint Ventures on this specific project. For further information, see Joint Venture Contracting Procedures included in the proposal forms. Amount of required Bid Bond is equal to 5% of the bid. Please make sure that bid bonds are properly executed through the Bid Express system. This work will be done under the Oklahoma Turnpike Authority's applicable Specifications for Turnpike Construction. Unless pre-qualification is waived, these Specifications require that OTA will only accept Proposals from Bidders who are pre-qualified by the Oklahoma Department of Transportation on the date of receipt of Proposals. Project Plans, Specifications and Bid Express will be available on September 25, 2017. Project Plans may be examined at, and purchased from:

Poe & Associates, Inc. Contact: Helene Murdock 1601 Northwest Expressway, Suite 400 Phone: 405-949-1962 Oklahoma City, OK 73118 email: [email protected] Half-size Plans $ 300 No refunds will be made on the costs. See IMPORTANT note below regarding the requirement to purchase project plans in order to submit a proposal on this project Upon award of contract to a successful bidder, the contract will be completely and correctly executed by the contractor and returned to the Authority within ten (10) working days from the date of award. The Authority will have thirty (30) working days from the date of award to complete its execution of the contract. The Oklahoma Turnpike Authority hereby notifies all bidders that pursuant to this advertisement, disadvantaged business programs will be afforded full opportunity to submit bids and will not be discriminated against on the grounds of race, color, sex, religion or national origin in consideration for an award. Description of work and location of project: Contract Number: JKT 2343A Turnpike: John Kilpatrick County: Oklahoma Description: Grading, Drain, Paving and Bridges Location: Interchange of the JKT with I-40, extending south from the existing John Kilpatrick Turnpike OKLAHOMA TURNPIKE AUTHORITY - By: Tim J. Gatz, Executive Director. ALL CONTRACTORS SUBMITTING A BID FOR THIS CONTRACT MUST ATTEND A MANDATORY PRE-BID MEETING at the Oklahoma Turnpike Authority, 3500 Martin Luther King Ave., Oklahoma City, OK on: October 2, 2017 at 9:30 a.m. This is a material requirement of this Bid Notice. Failure to attend a mandatory pre-bid meeting will cause the bid to be considered nonresponsive. IMPORTANT: ALL CONTRACTORS SUBMITTING A BID FOR THIS CONTRACT MUST HAVE PURCHASED PROJECT PLANS AS SET FORTH ABOVE. THIS IS A MATERIAL REQUIREMENT OF THIS BID NOTICE. FAILURE TO COMPLY WILL CAUSE THE BID TO BE CONSIDERED NONRESPONSIVE. Compliance will insure the bidder is registered as a project plan holder, has the final project plans and addenda thereto, if any. The project plans and bid documents available on the OTA’s website are preliminary, are not updated and are not to be relied upon when completing and submitting a proposal. OTA reserves the right to reject any and all proposals.

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http://www.bidexpress.com/users/new

Joint Venture Contracting Procedures

In the event that the Oklahoma Turnpike Authority elects to accept proposals and enter contracts with Joint Ventures the following procedures will be followed.

1. The OTA determines the project(s) for which the OTA will accept Joint Venture proposals. A

mandatory pre-bid conference is required on all projects for which OTA will accept Joint Venture proposals.

2. All firms in a Joint Venture must be prequalified by the Oklahoma Department of Transportation. 3. All firms in a Joint Venture must complete, sign and submit a “Request for Joint Venture” form (attached) at the mandatory pre-bid conference. The form must be signed by authorized officers of the firm. 4. A firm that is a part of a Joint Venture bidding on a project may not submit a separate/individual bid on the project. A firm may not be part of more than one Joint Venture bidding on a project. In the event that a firm submits more than one bid on a project, all bids involving that firm, including the Joint Venture bid, will be declared non-responsive. 5. All affidavits and E-Verify statements must be signed by all firms in the Joint Venture. 6. All firms in a Joint Venture must provide proof of insurance meeting the OTA’s minimum contractual requirements. 7. The Construction Contract will identify all firms in the Joint Venture and must be signed by all firms. 8. All firms in a Joint Venture must sign off on the required bonds, including Defect Bond, Maintenance Bond, and Statutory and Payment Bond. 9. All project payments will be made out to the lead firm in the Joint Venture. 10. All correspondence and payments regarding the project are sent to the lead firm at the lead firm’s address.

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ONSTRUCTION

REQUEST FOR JOINT VENTURE This form must be completed, signed and submitted at the mandatory pre-bid conference. Each individual firm which is party to the joint venture must be prequalified with the Oklahoma Department of Transportation. Please indicate below the project information, as well as denoting the lead firm,which is the firm to whom OTA will direct all correspondence and payments. OTA will not accept signatures on this form from other than an authorzed officer of the firm. Project Number: County: Firms involved with the Joint Venture Lead Firm: 2nd Firm: Address: Address: FEI No.: FEI NO.: We agree by our signatures that the firm indicated as the lead firm will be paid on behalf of the Joint Venture. Signature:_______________________ _____ Signature:____________________________ (Authorized Officer) (Authorized Officer) Date: _________________________ Date: ___________________________

If more than 2 firms are involved in the joint venture, attach a second copy of this form with the information and signatures of the other firms.

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CA000002

OKLAHOMA TURNPIKE AUTHORITY CONTRACT REQUIREMENTS

JKT-2343A

THE CONTRACT TIME FOR THIS PROJECT IS 670 CALENDAR DAYS. LIQUIDATED DAMAGES FOR THIS CONTRACT WILL BE $2,000.00 PER DAY. THE MAXIMUM DAYS ALLOWED “B” BID FOR SUBSTANTIAL COMPLETION OF THE PROJECT IS 660 CALENDAR DAYS. THE INCENTIVE/DISINCENTIVE RATE ON THE “B” PORTION OF THE BID FOR THIS PROJECT IS $7,000 PER CALENDAR DAY. THE MAXIMUM NUMBER OF DAYS FOR WHICH INCENTIVE WILL BE PAID ON THE “B” PORTION OF THE BID FOR THIS PROJECT IS 100 CALENDAR DAYS. SPECIAL REQUIREMENTS FOR SUBSTANTIAL COMPLETION (“B” BID): Time charges for the “B” Bid will begin when work begins, or Effective Date of the Notice to Proceed, whichever is earlier, and continue until substantial completion is achieved. Substantial completion will include at a minimum all traffic placed in its final lane configurations with limited lane closures (as allowed by SP 645.05 and as approved by the Engineer) to perform contract work. Limited shoulder closures will be allowed after substantial completion, as described in Special Provision 645.05 and as approved by the Engineer. Calendar days will include all coordination, required permits, approvals, construction, and any associated delays. No time extensions shall be allowed except those specifically noted in Special Provision 102.07. SEE SPECIAL PROVISION 102.07 “A+B BIDDING” FOR THE REQUIREMENTS OF COMPLETING THE B PORTIONS OF WORK FOR THIS PROJECT. DISADVANTAGE BUSINESS ENTERPRISES: REQUIRED PARTICIPATION IS 0.00 %. BIDS WILL BE CONSIDERED NON RESPONSIVE AND MAY NOT BE READ IF ANY OF THE FOLLOWING THINGS ARE DONE: (A) Any unit price is left blank. (B) Proposals containing any omission. (C) Additions to Proposal. (D) Conditions not called for. (E) Conditional or alternate bids unless called for. (F) A clause in which the bidder reserves the right to accept or reject a Contract awarded to him. (G) Incomplete bids. (H) More than one proposal from an individual, firm, partnership, joint venture or corporation whether under the

same or different name. ADDENDA TO THE CONTRACT: Any addendum form is part of this contract. The original contract documents remain in full force and effect, except as modified by addenda which shall take precedence over any contrary or conflicting provisions in the prior documents. Each addendum must be acknowledged by signing the Receipt of Transmission sheet of the addendum. Return as instructed on the addendum transmittal form prior to submittal of your bid. CA000002

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Notices

The Authority reserves the right to reject any bid as irregular that is found by the Authority to be either mathematically or materially unbalanced. A bid is mathematically unbalanced when the bid contains lump sum or unit bid items that do not reflect reasonable estimated costs plus a reasonable proportionate share of the bidder’s anticipated profit, overhead costs and other direct costs. A bid will be found to be materially unbalanced when that bid generates a reasonable doubt that award to a bidder submitting a mathematically unbalanced bid will result in the lowest ultimate cost to the Authority.

The Authority will consider a proposal nonresponsive and reject it in accordance with subsections 102.08 and/or 102.14 of the 2010 Oklahoma Turnpike Authority Standard Specifications for Turnpike Construction. For details and descriptions of A+B please see the attached Special Provision 102.07.

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ONSTRUCTION


OCTOBER 16, 2017SCHEDULE OF BID ITEMS

JKT 2343A

Schedule of Bid Items 1 of 19

PART A - BASE BID

PART A - ROADWAY 2343A

ITEMNO.

DESCRIPTION UNIT QUANTITY UNIT PRICE BID AMOUNT

201(A) CLEARING AND GRUBBING LSUM 1.00 -$

202(A) UNCLASSIFIED EXCAVATION CY 273,593.00 -$

202(D) UNCLASSIFIED BORROW CY 446,760.00 -$

203 TEST ROLLING LSUM 1.00 -$

205(A) TYPE-A SALVAGED TOPSOIL LSUM 1.00 -$

221(C) TEMPORARY SILT FENCE LF 8,561.00 -$

221(D) TEMPORARY SEDIMENT FILTER EA 15.00 -$

221(E) TEMPORARY SEDIMENT BASIN EA 6.00 -$

221(F) TEMPORARY SILT DIKE LF 1,519.00 -$

221(G) TEMPORARY ROCK FILTER DAM TYPE 1 CY 78.00 -$

221(G) TEMPORARY ROCK FILTER DAM TYPE 4 CY 17.00 -$

230(A) SOLID SLAB SODDING SY 340,105.00 -$

233(A) VEGETATIVE MULCHING AC 70.00 -$

241 MOWING AC 139.00 -$

303(A) AGGREGATE BASE TYPE A CY 7,982.00 -$

307(K) STABILIZED SUBGRADE SY 195,270.00 -$

317 4" CEMENT TREATED BASE SY 183,725.00 -$

325 SEPARATOR FABRIC SY 221,409.00 -$

402( E) TRAFFIC BOUND SURFACE COURSE TYPE E TON 4,582.00 -$

408 PRIME COAT GAL 71,809.00 -$

411(B) SUPERPAVE, TYPE S3 (PG 64-22 OK) TON 5,078.00 -$

411(C) SUPERPAVE, TYPE S4 (PG 64-22 OK) TON 211.00 -$

413(C) RUMBLE STRIP-METHOD PCC-CON LF 21,456.00 -$

414(A) P.C. CONCRETE PAVEMENT (PLACEMENT) SY 43,342.00 -$

414(B) DOWEL JOINTED P.C. CONCRETE PAVEMENT (PLACEMENT) SY 124,111.00 -$

414(G) P.C. CONCRETE FOR PAVEMENT CY 46,788.00 -$

501(A) STRUCTURAL EXCAVATION UNCLASSIFIED CY 725.00 -$

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.


501(G) CLSM BACKFILL CY 65.60 -$

504(E) 42" F SHAPED CONCRETE RAIL LF 6,999.00 -$

504(E) 54" F SHAPED CONCRETE RAIL LF 992.00 -$

508(E) PRECAST ARCH CULVERT LSUM 1 -$

509(A) CLASS AA CONCRETE CY 2,159.00 -$

509(B) CLASS A CONCRETE, CONC. LONG. BARR. DES 1A CY 394.70 -$

509(C) CLASS A CONCRETE, SMALL STRUCTURES CY 7.90 -$

509(D) CLASS C CONCRETE CY 1,887.20 -$

511(A) REINFORCING STEEL LBS 394,856.00 -$

601(A) TYPE 1 PLAIN RIPRAP TON 2,628.00 -$

609(A) CONCRETE CURB (8" BARRIER INTEGRAL) LF 7,231.00 -$

610(A) 5" CONCRETE SIDEWALK SY 1,333.00 -$

610(B) 6" CONCRETE DRIVEWAY SY 360.00 -$

610(C) 6" CONCRETE DIVIDING STRIP SY 12,077.00 -$

610(I) TACTILE WARNING DEVICE SF 40.00 -$

611(A) MANHOLE (4' DIAMETER) EA 14.00-$

611(A) MANHOLE (5' DIAMETER) EA 3.00-$

611(B) ADD'L DEPTH IN MANHOLE (4' DIAMETER) VF 26.00-$

611(B) ADD'L DEPTH IN MANHOLE (5' DIAMETER) VF 6.00-$

611(G) INLET (SMD-TYPE 2) EA 14.00-$

611(G) INLET (SMD-TYPE 2A) EA 1.00-$

611(G) INLET (SMD-TYPE 2B) EA 4.00-$

611(G) INLET (SMD-SPECIAL) EA 2.00-$

611(G) INLET GPI TYPE 1 (DES. 1) EA 1.00-$

611(G) INLET LONG. BARRIER TYPE 1 DES. 2 EA 8.00-$

611(G) INLET CI DES. 2 (B) EA 9.00-$

611(G) INLET CI DES. 2-(2B) EA 3.00-$

611(G) INLET CI DES. 2-(2C) EA 1.00-$

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.


611(G) INLET CI DES. 2-D EA 4.00-$

611(H) ADD'L DEPTH IN INLET GPI TYPE 1 (DES. 1) VF 1.00-$

611(H) ADD'L DEPTH IN INLET CI DES. 2 VF 28.00-$

611(H) ADD'L DEPTH IN LONG. BARR. TYPE 1 VF 8.00-$

611(L) JUNCTION BOX CF 238.00-$

612(D) INLET REBUILT EA 3.00-$

613(A) 18" R.C.PIPE CLASS III LF 2,041.00-$

613(A) 24" R.C.PIPE CLASS III LF 1,838.00-$

613(A) 30" R.C.PIPE CLASS III LF 641.00-$




613(A) 28" X 18" R.C. PIPE ARCH CLASS A-III LF 618.00-$



613(B) 18" CORR. GALV. STEEL PIPE LF 286.00-$

613(B) 24" CORR. GALV. STEEL PIPE LF 50.00-$

613(B) 71" X 47" ARCH CGSP LF 120.00-$

613(J) EDGE DRAIN CONDUIT-PERFORATED LF 2,545.00-$

613(K) EDGE DRAIN OUTLET LATERAL-NONPERFORATED LF 20.00-$

613(L) 18" PREFAB. CULV. END SECT., ROUND EA 4.00-$





613(L) 28" X 18" PREFAB. CULV. END SECT., ARCH EA 3.00-$

613(L) 58" X 36" PREFAB. CULV. END SECT., ARCH EA 1.00-$

613(L) 24" PREFAB. CULV. END SECT., ROUND METAL EA 2.00-$

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.


613(M) TYPE A4 CULVERT END TREATMENT EA 1.00-$

613(M) TYPE A6 CULVERT END TREATMENT EA 2.00-$

613(M) TYPE B4 CULVERT END TREATMENT EA 4.00-$

613(M) TYPE B6 CULVERT END TREATMENT EA 4.00-$

613(M) TYPE BB6 CULVERT END TREATMENT EA 2.00-$

613(M) TYPE D6 CULVERT END TREATMENT EA 1.00-$

619(A) REMOVAL OF STRUCTURES & OBSTRUCTIONS LSUM 1.00 -$

619(B) REMOVAL OF CONCRETE PAVEMENT SY 34,439.00 -$

619(B) REMOVAL OF CONCRETE SLOPE PROTECTION SY 2,411.00 -$

619(B) REMOVAL OF CONCRETE DITCH LINER SY 3,503.00 -$

619(B) REMOVAL OF CONCRETE DIVIDER SY 4,400.00 -$

619(B) REMOVAL OF ASPHALT PAVEMENT SY 14,788.00 -$

619(B) REMOVAL OF CONCRETE DRIVEWAY SY 355.00 -$

619(B) REMOVAL OF CONCRETE CURB AND GUTTER LF 1,075.00 -$

619(B) REMOVAL OF CONCRETE BARRIER LF 2,573.00 -$

619(B) REMOVAL OF GUARDRAIL LF 3,592.00 -$

619(B) REMOVAL OF CABLE BARRIER LF 3,251.00 -$

619(B) REMOVAL OF ASPHALT MOW STRIP SY 3,994.00 -$

619(B) REMOVAL OF TOLLING EQUIPMENT AND STRUCTURES LSUM 1.00 -$

619(C) SAWING PAVEMENT LF 22,987.00 -$

623 GUARDRAIL CURBING EA 23.00 -$

623(A) BEAM GUARDRAIL W-BEAM SINGLE LF 6,831.00-$

623(F) GUARDRAIL TRAIL END TURNDOWN (31") EA 12.00-$

623(G) GUARDRAIL END TREATMENT (31") EA 19.00-$

623(I) GUARDRAIL BRIDGE CONN-THRIE BEAM (31") EA 22.00-$

624(A) FENCE, STYLE WWF LF 18,335.00 -$

624(C) FENCE, STYLE SWF (5-BW) LF 1,517.00 -$

627(A) CONCRETE LONGITUDINAL BARRIER, DESIGN 1 LF 1,351.00 -$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.


627(A) CONCRETE LONGITUDINAL BARRIER, SPECIAL DESIGN 1 LF 3,311.00 -$

627(A) CONCRETE LONGITUDINAL BARRIER, END SECTION EA 2.00 -$

628(B) HIGH TENSION CABLE BARRIER (TL-4) LF 4,825.00 -$

628(C) END ANCHORS EA 6.00 -$

628(E) CABLE BARRIER TENSION METER EA 1.00 -$

871(A) (PL) IMPACT ATTENUATOR EA 11.00 -$

SUBTOTAL - PART A ROADWAY 2343A -$

ITEMNO.


SPECIAL SACRIFICIAL TEST NAIL EA 2.00-$

SPECIAL SOIL NAIL, ENCAPSULATED, 10' LONG EA 13.00-$



SPECIAL CIP CONCRETE FACING FOR SOIL NAIL WALL (8" THICK) SF 4,204.00-$

SPECIAL SHOTCRETE CONSTRUCTION FACING (4" THICK) SF 4,204.00-$

613(H) 6" PERFORATED PIPE UNDERDRAIN RND LF 251.00-$

613(I) 6" NON-PERF. PIPE UNDERDRAIN RND LF 20.00-$

SUBTOTAL - PART A RETAINING WALL A 2343A -$

PART A - BRIDGE 2343A - TPO 109.15 SB

ITEM NO. DESCRIPTION UNIT QUANTITY UNIT PRICE BID AMOUNT

501(B) SUBSTRUCTURE EXCAVATION, COMMON CY 220.00 -$


503(A) PRESTRESSED CONCRETE BEAMS (TYPE IV) LF 1,993.33 -$

504(A) APPROACH SLAB SY 273.40 -$

504(B) SAW-CUT GROOVING SY 1,950.00 -$

504(E) 42" F-SHAPED PARAPET LF 923.40 -$

504(G) RAPID CURE JOINT SEALANT LF 39.93 -$

504(H) ELASTOMERIC MORTAR CF 2.92 -$

PART A - RETAINING WALL A 2343A

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.


506(A) STRUCTURAL STEEL LBS 1,830.00 -$

507(A) (SP) STAINLESS STEEL FIXED BEARING ASSEMBLY EA 10.00 -$

507(B) (SP) STAINLESS STEEL EXPANSION BEARING ASSEMBLY EA 30.00 -$

509 (SP) SPECIAL CONCRETE FINISH SY 30.00 -$

509(A) CLASS AA CONCRETE CY 447.10 -$

509(B) CLASS A CONCRETE CY 200.70 -$

509(D) CLASS C CONCRETE CY 10.00 -$

511(B) EPOXY COATED REINFORCING STEEL LB 155,360.00 -$

514(A) PILES, FURNISHED (HP 10X42) LF 146.00 -$


514(B) PILES, DRIVEN (HP 10X42) LF 146.00 -$


514(L) PILE SPLICE (NON-BIDDABLE) EA 1.00 $400.00 400.00$

515(A) WATER REPELLENT (VISUALLY INSPECTED) SY 3,665.00 -$

516(A) DRILLED SHAFTS 48" DIAMETER LF 207.00 -$

516(C) CROSSHOLE SONIC LOGGING EA 2.00 -$

523(A) SEALER CRACK PREPARATION LF 80.00 -$

523(B) SEALER RESIN GAL 0.90 -$

601(B) TYPE I-A - PLAIN RIPRAP TON 1,340.00 -$

601(C) TYPE I-A - FILTER BLANKET TON 300.00 -$

613(H) 6" PERFORATED PIPE UNDERDRAIN ROUND LF 82.00 -$

613(I) 6" NON-PERFORATED PIPE UNDERDRAIN ROUND LF 60.00 -$

SUBTOTAL - BRIDGE 2343A - TPO 109.15 SB 400.00$

PART A - BRIDGE 2343A - TPO 109.15 NB




503(A) PRESTRESSED CONCRETE BEAMS (TYPE IV) LF 1,993.33 -$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.

























601(B) TYPE I-A - PLAIN RIPRAP TON 1,220.00 -$

601(C) TYPE I-A - FILTER BLANKET TON 280.00 -$

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.




SUBTOTAL - BRIDGE 2343A - TPO 109.15 NB 400.00$

PART A - BRIDGE 2343A - TPO 109.36 SB










506(A) STRUCTURAL STEEL LBS 920.00 -$







510(C) SLOPEWALL (5") SY 765.00 -$

511(A) REINFORCING STEEL LB 4,810.00 -$






514(L) PILE SPLICE (NON-BIDDABLE) EA 1.00 $400.00 400.00$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.







SUBTOTAL - BRIDGE 2343A - TPO 109.36 SB 400.00$

PART A - BRIDGE 2343A - TPO 109.36 NB

















510(C) SLOPEWALL (5") SY 754.00 -$




514(A) PILES, FURNISHED (HP 12X53) LF 680.00 -$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.










SUBTOTAL - BRIDGE 2343A - TPO 109.36 NB 400.00$

PART A - BRIDGE 2343A - SARA RD OVER I-40


501(B) SUBSTRUCTURE EXCAVATION, COMMON CY 1,367.00 -$





504(D) CONCRETE RAIL (TR4) LF 731.10 -$

504(E) 42" F-SHAPED PARAPET LF 1,462.00 -$






509(A) CLASS AA CONCRETE CY 1,238.20 -$



510(C) SLOPEWALL (5") SY 793.00 -$

511 MECHANICAL SPLICES EA 3,015.00 -$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.
















619(D) REMOVAL OF EXISTING BRIDGE STRUCTURE LSUM 1.00 -$

SUBTOTAL - BRIDGE 2343A - SARA ROAD OVER I-40 400.00$

PART A - BRIDGE 2343A - RAMP P OVER RENO




503(A) PRESTRESSED CONCRETE BEAMS (TYPE IV) LF 924.00 -$


504(B) SAW-CUT GROOVING SY 856.00 -$





507(A) (SP) STAINLESS STEEL FIXED BEARING ASSEMBLY EA 8.00 -$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.







510(C) SLOPEWALL (5") SY 384.00 -$

511(A) REINFORCING STEEL LB 810.00 -$














SUBTOTAL - BRIDGE 2343A - RAMP P OVER RENO 400.00$

PART A - TRAFFIC PERMANENT 2343A




511(A) REINFORCING STEEL LBS 2,810.00 -$


516(A) DRILLED SHAFTS 60" DIAMETER LF 504.00 -$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.


610(A) CONCRETE SIDEWALK SY 84.00 -$

802(A) 1 1/4" GALV. STEEL ELECTRICAL CONDUIT EXPOSED LF 200.00 -$

802(B) 2" PVC SCH. 40 PLASTIC CONDUIT BORED LF 876.00 -$

802(B) 2" PVC SCH. 40 PLASTIC CONDUIT TRENCHED LF 17,326.00 -$

802(B) 3" PVC SCH. 40 PLASTIC CONDUIT BORED LF 400.00 -$

802(B) 3" PVC SCH. 40 PLASTIC CONDUIT TRENCHED LF 325.00 -$

802(E) JUNCTION BOX (8"X8"X6") EA 25.00 -$

803(A) PULL BOX (SIZE I) EA 25.00 -$

803(A) PULL BOX (SIZE II) EA 1.00 -$

804(A) STRUCTURAL CONCRETE CY 389.28 -$

804(B) REINFORCING STEEL LBS 44,970.00 -$

805(A) (PL) REMOVAL OF TRAFFIC SIGNAL EQUIPMENT LSUM 1.00 -$

805(A) REMOVAL OF SIGN FOOTING EA 30.00 -$

805(A) REMOVAL OF EXISTING SIGNS EA 11.00 -$

805(A) REMOVAL OF OVERHEAD SIGN STRUCTURES AND SIGNS EA 4.00 -$

805(D) (PL) REMOVAL AND RESET EXISTING SIGNS EA 21.00 -$

805(D) REMOVE AND RESET EXISTING ROADWAY LUMINAIRE EA 4.00 -$

806(A) 32' MH POLE, 25' TS & 10' LMA (G. STL.) EA 2.00 -$



806(B) 12' MT. HT. TS PED POLE (G. STL.) EA 4.00 -$

806(C) 40' MTG HL PTP. 10' HLMA (G. STL.) EA 90.00 -$

807 BREAKAWAY BASE EA 90.00 -$

809(A) ROADWAY LUMINAIRE EA 95.00 -$

809(B) UNDERPASS LUMINAIRE EA 3.00 -$

809(E) HIGH MAST LUMINAIRE EA 32.00 -$

810(A) SERVICE POLE EA 2.00 -$

811 1/C NO. 4 ELECT. COND. LF 37,540.00 -$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.


811 1/C NO. 6 ELECT. COND. LF 1,890.00 -$

811 1/C NO. 10 ELECT. COND. LF 2,670.00 -$

811 1/C NO. 12 ELECT. COND. LF 10,800.00 -$

812 150' HIGH MAST POLE (G. STL.) EA 4.00 -$

813 HIGH MAST LOWERING DEVICE TYPE II EA 4.00 -$

825 TRAFFIC SIGNAL CONTROLLER ASSEMBLY EA 1.00 -$

825 (PL) DETECTION SYSTEM (VIDEO) LSUM 1.00 -$

830 PEDESTRIAN PUSH BUTTON EA 4.00 -$

831 1WAY 3SEC. ADJ. SIG. HD. S-6 EA 11.00 -$



833 BACKPLATE EA 16.00 -$

834(A) 2/C TRF. SIG. EL. CABLE LF 60.00 -$

834(A) 5/C TRF. SIG. EL. CABLE LF 2,375.00 -$



850(A) SHEET ALUMINUM SIGNS SF 1,307.50 -$

850(B) EXTRUDED ALUMINUM PANEL SIGNS SF 734.00 -$

850(B) EXTRUDED ALUMINUM PANEL SIGNS (OVERHEAD SIGNS) SF 6,759.70 -$

850(C) MAST ARM MOUNTED SIGNS (ALUM.) SF 84.00 -$

851(A) 4" @13 GALV. STEEL WIDE FLANGE BEAM POST LF 410.00 -$

851(A) 6" @25 GALV. STEEL WIDE FLANGE BEAM POST LF 38.00 -$

851(B) 3-1/2" @9.11 GALV. STEEL PIPE LF 203.00 -$

851(C) 2" SQUARE TUBE POST LF 1,101.00 -$

852A/B OVHD. SN. STR. TYPE E-1 ALUM/G.STL. 22' EA 1.00 -$

852A/B OVHD. SN. STR. TYPE C-1 ALUM/G.STL. 55' EA 1.00 -$



852(C) OVHD. SN. STR. MONOTUBE TYPE B 65' EA 2.00 -$

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.





852(F) ALUMINUM OVERHEAD SIGN STRS. - BRIDGE MOUNTED EA 3.00 -$

853 GUARDRAIL DELINEATORS EA 172.00 -$

853 DELINEATORS EA 72.00 -$

855(A) TRAFFIC STRIPE (PLASTIC)(4" WIDE) LF 11,755.00 -$

855(A) TRAFFIC STRIPE (PLASTIC)(8" WIDE) LF 760.00 -$

855(A) TRAFFIC STRIPE (PLASTIC)(24" WIDE) LF 266.00 -$

855(A) TRAFFIC STRIPE (PLASTIC)(ARROWS) EA 9.00 -$

856(A) TRAFFIC STRIPE (MULTI-POLY.)(6" WIDE) LF 123,364.00 -$

856(A) TRAFFIC STRIPE (MULTI-POLY.)(8" WIDE) LF 12,010.00 -$

856(A) TRAFFIC STRIPE (MULTI-POLY)(12" WIDE) LF 7,215.00 -$

856(A) TRAFFIC STRIPE (MULTI-POLY)(24" WIDE) LF 25.00 -$

856(B) TRAFFIC STRIPE (MULTI-POLY)(ARROWS) EA 18.00 -$

856(B) TRAFFIC STRIPE (MULTI-POLY)(WORDS) EA 4.00 -$

857(F) PAVEMENT MARKING REMOVAL (TRAFFIC STRIPE) LF 21,300.00 -$

870(A) SAND FILLED IMPACT ATTENUATION MODULE EA 190.00 -$

SUBTOTAL - PART A TRAFFIC PERMANENT 2343A -$

PART A - TRAFFIC CONTROL 2343A

ITEMNO.


857(A) CONST. TRAFFIC STRIPE (4 INCH)(PAINT) LF 123,307.00 -$

857(C) REMOVABLE PAVEMENT MARKING TAPE (4" WIDE) LF 6,922.00 -$

857(F) PAVEMENT MARKING REMOVAL (TRAFFIC STRIPE) LF 69,815.00 -$

871(B) (SP) CONST. ZONE IMPACT ATTEN. SD 5,520.00 -$

876(A) TRUCK MOUNTED ATTENUATOR SD 150.00 -$

877(A) DELIVER PORTABLE LONGITUDINAL BARRIER LF 18,840.00 -$

877(B) RELOCATION OF PORTABLE LONGITUDINAL BARRIER LF 34,325.00 -$ NOT FOR C

ONSTRUCTION



JKT 2343A


ITEMNO.


880(A) ARROW DISPLAY (TYPE C) SD 4,695.00 -$

880(B) CONSTRUCTION SIGNS 0 TO 6.25 SF SD 40,275.00 -$

880(B) CONSTRUCTION SIGNS 6.26 SF TO 15.99 SF SD 21,645.00 -$

880(B) CONSTRUCTION SIGNS 16.0 SF TO 32.99 SF SD 39,675.00 -$

880(C) WING BARRICADES SD 7,920.00 -$

880(C) CONSTRUCTION BARRICADES (TYPE III) SD 8,415.00 -$

880(E) WARNING LIGHTS (TYPE A) SD 42,780.00 -$

880(F) DRUMS SD 126,390.00 -$

880(K) SURVEILLANCE OF TRAFFIC CONTROL SD 730.00 -$

880(L) TRAFFIC SURVEILLANCE, POLICE HR 1,920.00 -$

882(A) PORT. CHANGEABLE MESSAGE SIGN SD 9,240.00 -$

SUBTOTAL - PART A TRAFFIC CONTROL 2343A -$

PART A - TOLLING 2343A

ITEMNO.


610(B) CONCRETE DRIVEWAY SY 110.00 -$

802(B) 2" PVC SCH 40 CONDUIT (TRENCHED) LF 250.00 -$

802(C) 2" HDPE ELECT. CONDUIT (PUSHED OR BORED) LF 250.00 -$

803(B) GROUND BOX (GB-36) EA 4.00 -$

895(A) TOLLING EQUIPMENT ENCLOSURE EA 1.00 -$

895(A) TOLLING EQUIPMENT (MAINLINE - NB & SB) EA 1.00 -$

895(G) ELECTRICAL SERVICE AND DISTRIBUTION SYSTEM LSUM 1.00 -$

895(H) NATURAL GAS CONNECTION LSUM 1.00 -$

896(A) PROPANE TANK EA 1.00 -$

SUBTOTAL - PART A TOLLING 2343A -$

ITEMNO.

DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

642 CONSTRUCTION STAKING LSUM 1.00-$

SUBTOTAL - PART A STAKING 2343A -$

PART A - STAKING - 2343A

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.


ITEMNO.


106 QUALITY CONTROL AND ACCEPTANCE LSUM 1.00-$

220 SWPPP DOCUMENTATION AND MANAGEMENT LSUM 1.00-$

430 PAVEMENT SMOOTHNESS (NON-BIDDABLE) LSUM 1.00$0.00 -$

640(A) FIELD OFFICE EA 1.00-$

641 MOBILIZATION LSUM 1.00-$

SUBTOTAL - PART A CONSTRUCTION 2343A -$

ITEMNO.


109 COLOR AUDIO/VIDEO RECORDING PRE AND POST CONSTRUCTION LSUM 1.00-$

211 DEWATERING LSUM 1.00-$

212 TRENCH EXCAVATION AND BACKFILL - (0'-10') LF 322.00-$

212 TRENCH EXCAVATION AND BACKFILL - (0'-15') LF 1,645.00-$

212 TRENCH EXCAVATION AND BACKFILL - (0'-20') LF 1,254.00-$

212 TRENCH EXCAVATION AND BACKFILL - (0'-25') LF 871.00-$

252 BORING (18") LF 255.00-$

456 ABANDONING MANHOLE EA 8.00-$

505 (18") (D.I.) WATERLINE PIPE, (RESTRAINED JOINT),(NOM. WALL THICKNESS 0.34") LF 320.00-$

505 (30") (D.I.) WATERLINE PIPE, (RESTRAINED JOINT),(NOM. WALL THICKNESS 0.34") LF 639.00-$

505 18" x 22.5° BEND W/ CONC. THRUST BLOCK EA 2.00-$

505 30" x 45° BEND W/ CONC. THRUST BLOCK EA 3.00-$

505 30" x 22.5° BEND W/ CONC. THRUST BLOCK EA 1.00-$

505 18" PLUG W/ BULKHEAD THRUST BLOCK EA 2.00-$

505 30" PLUG W/ BULKHEAD THRUST BLOCK EA 2.00-$

505 20" TO 18" REDUCER EA 1.00-$

505 ABANDONING WATERLINE CY 103.00-$

513 WET CONNECTION (30") EA 4.00-$

522 HYDROSTATIC PRESSURE TESTING AND DISINFECTION LSUM 1.00-$

PART A - CONSTRUCTION - 2343A

PART A - UTILITY RELOCATIONS - 2343A

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.


524 18' MEGA-LUG SERIES 1118 EA 5.00-$



524 (18") POLYETHYLENE ENCASEMENT (10 MIL) LF 370.00-$

524 (30") POLYETHYLENE ENCASEMENT (10 MIL) LF 760.00-$

528 STEEL CASING PIPE (26") LF 195.00-$


530 (18") SOLID SLEEVE EA 2.00-$

530 (30") SOLID SLEEVE EA 3.00-$

614 ABANDONING SEWER CY 142.00-$

618 SEWER FLOW CONTROL LSUM 1.00-$

623 DEFLECTION TEST (<24") LSUM 1.00-$

623 DEFLECTION TEST (≥24") LF 2,070.00-$

624 TELEVISION INSPECTION (CCTV) LF 3,344.00-$

625 SEWER LEAKAGE TEST (<24") LSUM 1.00-$

625 SEWER LEAKAGE TEST (≥24") LF 2,070.00-$

626 (5') SANITARY SEWER MANHOLE (0'-6') EA 13.00-$

626 (6') SANITARY SEWER MANHOLE (0'-6') EA 1.00-$

626 EXTRA DEPTH MANHOLE WALL (5') VF 79.00-$

626 EXTRA DEPTH MANHOLE WALL (6') VF 11.00-$

627 MANHOLE TESTING LSUM 1.00-$

652 POLYVINYL CHLOROIDE (PVC) (10") LF 596.00-$

652 POLYVINYL CHLOROIDE (PVC) (10")(RESTRAINED JOINT) LF 678.00-$

652 POLYVINYL CHLOROIDE (PVC) (21")(SOLID WALL) LF 1,648.00-$

652 POLYVINYL CHLOROIDE (PVC) (42")(SOLID WALL) LF 404.00-$




801 GPS AS-BUILT SURVEY LSUM 1.00-$

NOT FOR CONSTRUCTIO

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JKT 2343A


ITEMNO.


840 SOLID SLAB SODDING SY 8,273.00-$

SUBTOTAL - PART A UTILITY RELOCATIONS 2343A -$

PART B - PROJECT PART "B" TIME - 2343A

ITEM # ITEM DESCRIPTION UNIT PROJECT "B" RATE NUMBER O F"B" DAYS BID BID AMOUNT

645(A) PROJECT "B" TIME $/PSRD $20,000 Adjust Days to 1-720

PART B - PROJECT PART "B" TOTAL Adjust Days to 1-720

PART A + PART B = TOTAL BID AMOUNT #VALUE!

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of 1

OKLAHOMA TURNPIKE AUTHORITY CONTRACTOR’S PERFORMANCE RECORD

JKT-2343A

Submitted by _________________________________________________________________, Select one:

A Corporation A Co-partnership An Individual

Principal Office ________________________________________________________________________ (Address & Phone) The Contractor is aware that the 2010 Oklahoma Turnpike Specifications, Section 108.01 states: “The Authority will not allow the Contractor to sublet, sell, assign, or otherwise dispose of the Contract, or any portion thereof, or any of the Contractor’s rights, title, or interests therein without the written or electronic consent of the Director or his authorized representative. The Contractor shall perform at least 50 percent of the Contract amount, based on the Contract unit prices, using its own organization, unless the Contract allows a greater percentage.” Dated at ______________, this ________ day of _____________, 20_____ By ____________________________________ Title of Person Signing ____________________________________

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BUSINESS RELATIONSHIPS AFFIDAVIT

JKT-2343A

STATE OF OKLAHOMA ) )SS

COUNTY OF ______________) _________________________, of lawful age, being duly sworn, on oath says that he or she is the agent authorized by the bidder to submit the attached bid. Affiant further states that the nature of any partnership, or other business relationship presently in effect, of which existed within one (1) year prior to the date of this statement with the architect, engineer, or other party to the project is as follows: _____________________________________________________________________________________ Affiant further states that any such business relationship presently in effect of which existed within one (1) year prior to the date of this statement between any officer or director of the bidding company and any officer or director of the architectural or engineering firm or other party to the project is as follows: _____________________________________________________________________________________ Affiant further states that the names of all persons having any such business relationships and the positions they hold with their respective companies or firms are as follows: ______________________________________________________________________________________ (If none of the business relationships herein above mentioned exist, affiant should so state.) _________________________________ (Signature of Affiant) Subscribed and sworn to before me this ______ day of _____, 20___ Notary Public ______________________ My Commission Expires ______________ NOT FOR C

ONSTRUCTION

OKLAHOMA TURNPIKE AUTHORITY NON-COLLUSION BIDDING CERTIFICATION

JKT-2343A

STATE OF OKLAHOMA )

) SS COUNTY__________________) A. For purposes of competitive bids, I certify:

1. I am the duly authorized agent of ___________________________________, the bidder submitting the competitive bid which is attached to this statement, for the purpose of certifying the facts pertaining to the existence of collusion among bidders and between bidders and state officials or employees, as well as facts pertaining to the giving or offering of things of value to government personnel in return for special consideration in the letting of any contract pursuant to the bid to which this statement is attached;

2. I am fully aware of the facts and circumstances surrounding the making of the bid

to which this statement is attached and has been personally and directly involved in the proceedings leading to the submission of such bid; and

3. Neither the bidder nor anyone subject to the bidder’s direction or control has been

a party to the following: a. Any collusion among bidders in restraint of freedom of competition by

agreement to bid at a fixed price or to refrain from bidding; b. Any collusion with any state official or employee as to quantity, quality or

price in the prospective contract, or as to any other terms of such prospective contract; and

c. Any discussions between bidders and any state official concerning exchange of money or other thing of value for special consideration in the letting of a contract.

B. I certify, if awarded the contract, whether competitively bid or not, that neither the

Contractors nor anyone subject to the Contractor’s direction or control has paid, given, or donated or agreed to pay, give, or donate to any officer or employee of the State of Oklahoma any money or other thing of value, either directly or indirectly, in procuring the contract to which this statement is attached.

Certified this _______ day of __________________, 20____. _________________________________ (Signature) _________________________________ ________________________________ (Print Name) (Position in the Company)

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STATUS VERIFICATION SYSTEM AFFIDAVIT

JKT-2343A STATE OF OKLAHOMA ) ) SS: COUNTY OF____________ )

I, ________________________________, of lawful age, and having been first duly sworn, on oath states: 1. That I am the agent authorized by the Contractor to submit the attached contract to the State of Oklahoma. I am fully aware of the facts and circumstances surrounding the making of the contract to which this statement is attached and have been personally and directly involved in the procurement of this contract. 2. That the Contractor has registered and fully participates in the Status Verification System, as required by Title 25 O.S. § 1313(B)( 1), to verify the work eligibility status of all new employees of the Contractor. FURTHER AFFIANT SAITH NOT. ______________________________ AFFIANT Subscribed and sworn before me this _____ day of _______________________, 20___. ______________________________ Notary Public

My Commission Expires: ______________________

My Commission Number:______________________

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CONTRACT THIS CONTRACT AND AGREEMENT made and entered into this ____________________, 2017, between the Oklahoma Turnpike Authority, an instrumentality of the State of Oklahoma, (hereinafter called the “Authority”), and ______________________________ acting as an independent contractor (hereinafter called the “Contractor”). WITNESSETH, That for and in consideration of the payment to be made as hereafter set forth, the Contractor hereby agrees to furnish all tools, equipment, materials, and labor to build and complete Oklahoma Turnpike Authority PROJECT NO.: JKT-2343A COUNTY: OKLAHOMA TURNPIKE: JOHN KILPATRICK LENGTH: N/A DESCRIPTION: GRADING, DRAIN, PAVING AND BRIDGES LOCATION: INTERCHANGE OF THE JKT WITH I-40, EXTENDING THE

EXISTING JOHN KILPATRICK TURNPIKE. as shown on the plans to be built at the unit prices bid by said Contractor, for the respective estimated quantities aggregating approximately in accordance with the plans on file with the Oklahoma Turnpike Authority at Oklahoma City, Oklahoma, designated as PROJECT NO. : JKT-2343A and with the Oklahoma Turnpike Authority Standard Specifications for Turnpike Construction, 2010 Edition, (the “Specifications”), with the Proposal filed with the Oklahoma Turnpike Authority on October 16, 2017 (the “Proposal”); each of which is made a part hereof as though copied in full herein; and with the Special Provisions attached hereto; and to the entire satisfaction of the Oklahoma Turnpike Authority. It is agreed and understood between the parties hereto that the Contractor agrees to accept and the Authority agrees to pay for the work at the price stipulated in the Proposal, such payment to be in lawful money of the United States and the payment shall be made at the time and in the manner set forth in the Specifications. The Authority’s cost of this project is estimated to be The Contractor agrees, for the consideration above expressed, to begin work on the date designated by the Engineer. Time is of the essence of this Contract. The Contract time and rates of liquidated damages applicable to this Contract are set forth in contract provisions which are part of this Contract.

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It is further agreed that the Contractor shall execute and file good and sufficient performance, defect, and statutory bond with the Oklahoma Turnpike Authority as required by law, and that said contractor shall comply with the Oklahoma Workmen’s Compensation Law and shall file a Certificate of Workman’s Compensation Insurance, then he shall file with the Oklahoma Turnpike Authority a copy of the order authorizing him to carry his own insurance. In Witness Thereof, the Chairman, Oklahoma Turnpike Authority, or his authorized designee, pursuant to an award of contract made by or under the direction of the Oklahoma Turnpike Authority and pursuant to authority vested in him by the Oklahoma Turnpike Authority, has hereunto subscribed his name, and the said Contractor has properly executed the same. Signed, sealed and delivered at Oklahoma City, Oklahoma, the day and year first set forth. Approved as to form: Oklahoma Turnpike Authority ___________________________________ By:_________________________________________ General Counsel Date Chairman ___________________________________ Director ___________________________________ Director of Engineering ___________________________________ General Engineering Consultant

By: _______________________________________ An Individual – A Member of the Firm – Vice-President

__________________________________________ Secretary of Corporation ____________________________________________________________________________________________________________________________________________________________________________

ACKNOWLEDGEMENT

STATE OF OKLAHOMA } }SS. COUNTY OF ______________________ } This instrument was acknowledged before me on _____________________, _________ __________________________________________ Notary Public (SEAL)

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My commission expires: _____________________________

NOT FOR CONSTRUCTIO

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OKLAHOMA TURNPIKE AUTHORITY CONTRACT AFFIDAVIT

JKT-2343A

STATE OF OKLAHOMA )

) SS COUNTY__________________) _______________________________, of lawful age, being first duly sworn, on oath says: 1. (s)he is the duly authorized agent of ______________________________, the

contractor under the contract which is attached to this statement, for the purpose of certifying the facts pertaining to the giving of things of value to government personnel in order to procure said contract;

2. (s) he is fully aware of the facts and circumstances surrounding the making of the

contract to which this statement is attached and has been personally and directly involved in the proceedings leading to the procurement of said contract; and

3. neither the contractor nor anyone subject to the contractor’s direction or control has

paid, given or donated or agreed to pay, give or donate to any officer or employee of the state of Oklahoma any money or other thing of value, either directly or indirectly, in procuring the contract to which this statement is attached.

_________________________________ __________________________________ (Signature of Affiant) (Name & Title) Subscribed and sworn to before this ____ day of ______, 20___. Notary Public _________________________________ My Commission expires: _______________________

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AUTHORIZATION FOR WAIVER AND DISCLOSURE OF TAX INFORMATION

JKT-2343A Pursuant to Title 68 O.S. 1990 Supp., 205 (c)(17), the undersigned contractor hereby gives the Oklahoma Tax Commission expressed permission to provide the Oklahoma Turnpike Authority information to determine that the undersigned is in compliance with all applicable tax laws. The Tax Commission is authorized to provide the Oklahoma Turnpike Authority a statement reflecting the status of contractor’s payment history and any delinquency as it relates to sales, use, franchise, withholding, income and motor fuel taxes. It is understood that any information provided by the Tax Commission is subject to audit and does not include any reports not yet due or not received as of the date of the Oklahoma Tax Commission signature. Answer the following questions: 1. Do you have employees subject to income tax withholding? Yes__ No__ 2. Did you bring material from out of state into Oklahoma? Yes__ No__ 3. Period of the contract: From _____ To_____ 4. Have you held previous contracts with the Turnpike Authority? Yes__ No__ 5. FEI Number: _______________ The FEI number shall be furnished when the contract documents are signed. __________________________________ ___________________________ Name of Contractor Authorized Signature Street Address SEAL __________________________________ City, State, Zip Code ------------------------------------------------------------------------ For Official Use Only Contractor is in Compliance? Yes___ No____ ____________________________ ___________________________ OTC Signature Date

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CHANGE ORDERS OR ADDENDA

JKT-2343A If this contract is governed by the Oklahoma Public Competitive Bidding Act of 1974, then Section 121 of that Act addresses statutory limitations on change orders and addenda. Specifically, 61 O.S. §121 states as follows:

A. Change orders or addenda to public construction contracts of One Million Dollars ($1,000,000.00) or less shall not exceed a fifteen percent (15%) cumulative increase in the original contract amount.

B. Change orders or addenda to public construction contracts of over One Million Dollars ($1,000,000.00) shall not exceed the greater of One Hundred Fifty Thousand Dollars ($150,000.00) or a ten percent (10%) cumulative increase in the original contract amount.

C. Change orders or cumulative change orders which exceed the limits of subsection A or B of this section shall require a re-advertising for bids on the incomplete portions of the contract.

D. If the awarding public agency does not have a governing body, the chief administrative officer of the awarding public agency shall approve change orders. The State Construction Administrator of the Construction and Properties Division of the Department of Central Services, or the administrator’s designee, shall sign and execute all contracts and change orders, as they relate to state agencies.

E. If the awarding public agency has a governing body, all change orders shall be formally approved by the governing body of the awarding public agency and the reasons for approval recorded in the permanent records of the governing body. The governing body of a municipality or technology center may delegate approval of change orders up to Forty Thousand Dollars ($40,000.00) or ten percent (10%) of any contract, whichever is less, to the chief administrative officer of the municipality or technology center or their designee, with any approved change orders reported to the governing body at the next regularly scheduled meeting.

F. The governing body of the Oklahoma Tourism and Recreation Department is authorized, upon approval of a majority of all of the members of the Oklahoma Tourism and Recreation Commission, to delegate to the Director of the agency the authority to approve change orders on a construction contract provided that the individual change order does not exceed Twenty-five Thousand Dollars ($25,000.00) in expenditure and complies with the limits established by this section. The Administrator of the Division shall sign and execute all contracts and change orders.

G. The Transportation Commission may, by rule, authorize the Director of the Department of Transportation to approve change orders in an amount of not to exceed Five Hundred Thousand Dollars ($500,000.00). Change orders approved by the Director shall be presented to the Transportation Commission during the next regular meeting and the reasons therefor recorded in the permanent records. The Oklahoma Turnpike Authority may authorize the Director of the Authority to approve change orders in an amount not to exceed Two Hundred Fifty Thousand Dollars ($250,000.00). Change orders approved by the Director of the Authority shall be presented to the Authority during the next regular meeting and the reasons for the orders recorded in permanent records.

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H. All change orders for the Department of Transportation or the Authority shall contain a unit price and total for each of the following items:

1. All materials with cost per item;

2. Itemization of all labor with number of hours per operation and cost per hour;

3. Itemization of all equipment with the type of equipment, number of each type, cost per hour for each type, and number of hours of actual operation for each type;

4. Itemization of insurance cost, bond cost, social security, taxes, workers' compensation, employee fringe benefits and overhead cost; and

5. Profit for the contractor.

I. 1. If a construction contract contains unit pricing, and the change order pertains to the unit price, the change order will not be subject to subsection A or B of this section.

2. When the unit price change does not exceed Twenty Thousand Dollars ($20,000.00), the unit price change order computation may be based on an acceptable unit price basis in lieu of cost itemization as required in paragraphs 1, 2, 3, 4 and 5 of subsection H of this section.

3. When the unit price change exceeds Twenty Thousand Dollars ($20,000.00), any unit price for a new item established at, or below the average eighteen-month-price history for the new item may be used in lieu of cost itemization as required in paragraphs 1, 2, 3, 4 and 5 of subsection H of this section.

J. Alternates or add items bid with the original bid and contained in the awarded contract as options of the awarding public agency shall not be construed as change orders under the provisions of the Public Competitive Bidding Act of 1974.

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Defect Bond – 4/26/2004 Page 1 of 2

DEFECT BOND BOND NO. KNOW ALL MEN BY THESE PRESENTS:

That ______________________________________________________, whose principal or home office address and telephone number are:

Street/P. O. Box _____________________________________________ City, State, Zip Code _________________________________________ Telephone: (______)_________________, as Principal, and

____________________________________________________________, a corporation organized in the State of ________________________, and authorized to transact a commercial surety business in the State of Oklahoma, whose principal or home office mailing address is:

Street/P. O. Box _____________________________________________ City, State, Zip Code _________________________________________

as Surety, are held and firmly bound unto the Oklahoma Turnpike Authority, in the penal sum of not less than ______________________________________________($________________) in lawful money of the United States of America, said sum being equal to the estimated contract price, for the payment of which well and truly to be made, we bind ourselves and each of us, our heirs, executors, administrators, trustees, successors and assigns, jointly and severally by these presents.

DATED this ______ day of ______________________, 20____. THE CONDITION OF THIS OBLIGATION IS SUCH THAT:

WHEREAS, said Principal entered into a written Contract with the Oklahoma Turnpike Authority dated _____________________, 20____, for the construction or performance of: PROJECT NO.: JKT-2343A COUNTY: OKLAHOMA TURNPIKE: JOHN KILPATRICK LENGTH: N/A DESCRIPTION: GRADING, DRAIN, PAVING AND BRIDGES LOCATION: INTERCHANGE OF THE JKT WITH I-40, EXTENDING THE EXISTING JOHN

KILPATRICK TURNPIKE. (hereinafter the “Project”) all in compliance with the Project plans, specifications and related documents, including all amendments or changes thereto, which documents are on file in the principal office of the Oklahoma Turnpike Authority and are incorporated herein by reference.

NOW, THEREFORE, if the Principal shall properly and timely remedy or correct all defective workmanship and materials appearing in the Project within one year from and after its acceptance one year from Project Completionby the Oklahoma Turnpike Authority, and if the Principal shall pay or cause to be paid all those entities who furnish labor and material to correct or remedy such defects and shall otherwise hold harmless and indemnify the Oklahoma Turnpike Authority for all costs it might incur in remedying said defects, then this obligation shall be null and void, otherwise to remain in full force and effect.

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Defect Bond – 4/26/2004 Page 2 of 2

The Surety agrees that no quantity overruns, changes in the work or alterations in the contract work or documents, whether accomplished by change order, addenda or supplemental agreement, and that no deviations in the plan or mode of procedure specified in the Contract shall have the effect of releasing the Surety from all or any part of its obligations hereunder.

IN WITNESS WHEREOF, the Principal has caused this document to be executed in its name by a duly authorized officer, agent or representative, and the Surety has caused this document to be executed in its name by an authorized attorney-in-fact or corporate officer, effective as of the day and year first above written. THE COMMISSION ON THIS BOND IS BEING PAID TO: ____________________ _____________________________. ATTEST: (Corporation) [SEAL] PRINCIPAL ____________________________ Secretary of the Corporation

By: Individual Proprietor/ Partner/Authorized Officer

SURETY

By: Authorized Attorney-in-Fact or an Authorized Officer of Surety

SUBSCRIBED by the Principal’s representative before me, a Notary Public, on this _____ day of _______________________, 20___.

Notary Public in and for the State of ____________________

My Commission Expires: _______________________ [SEAL]

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Performance Bond – 4/26/2004 Page 1 of 2

PERFORMANCE BOND BOND NO. KNOW ALL MEN BY THESE PRESENTS:

That ________________________________________________________, whose principal or home office mailing address and telephone number are:

Street/P. O. Box ____________________________________________ City, State, Zip Code ________________________________________ Telephone (____)______________________ as Principal, and

______________________________________________________________ corporation organized in the State of _____________________, and authorized to transact a commercial surety business in the State of Oklahoma, whose principal or home office mailing address is

Street/P. O. Box ___________________________________________, City, State, Zip Code _______________________________________,

as Surety, are held and firmly bound unto the Oklahoma Turnpike Authority, in the penal sum of not less than _______________________________________________($_________________) in lawful money of the United States of America, said sum being equal to the estimated contract price, for the payment of which well and truly to be made, we bind ourselves and each of us, our heirs, executors, administrators, trustees, successors and assigns, jointly and severally by these presents.

DATED this _______ day of _________________________, 20____. THE CONDITION OF THIS OBLIGATION IS SUCH THAT:

WHEREAS, said Principal entered into a written Contract with the Oklahoma Turnpike Authority dated ______________________, 20____, for the construction or performance of: PROJECT NO.: JKT-2343A COUNTY: OKLAHOMA TURNPIKE: JOHN KILPATRICK LENGTH: N/A DESCRIPTION: GRADING, DRAIN, PAVING AND BRIDGES LOCATION: INTERCHANGE OF THE JKT WITH I-40, EXTENDING THE EXISTING

JOHN KILPATRICK TURNPIKE. (hereinafter the “Project”) all in compliance with the Project plans, specifications and related documents, including all amendments or changes thereto, which documents are on file in the principal office of the Oklahoma Turnpike Authority and are incorporated herein by reference.

NOW, THEREFORE, if the Principal shall properly and promptly complete the construction Project according to all the contract documents, including all subsequent amendments, changes, addenda, time extensions, alterations and supplemental agreements thereto, then this obligation shall become null and void, otherwise to remain in full force and effect.

In the event the Principal is declared by the Oklahoma Turnpike Authority to be in default and the Principal’s right to proceed with the Project work is terminated by the Oklahoma Turnpike Authority or by a court of competent jurisdiction, the Surety shall have the duty to assume and complete all the Contract work and material requirements, including all the amendments, changes, addenda, time extensions, alterations and supplemental agreements thereto. In the event the Surety fully performs its obligations hereunder the Oklahoma Turnpike Authority acknowledges that by law the Surety is subrogated to all the Principal’s rights

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Performance Bond – 4/26/2004 Page 2 of 2

arising out of the Contract, including all deferred payments, retained percentage and credits due and owing to the Principal at the time of default and termination or to thereafter become due and owing under the contract documents. The Oklahoma Turnpike Authority may at its option offset against the contract earnings any indebtedness or liability which the Principal might have to the Oklahoma Turnpike Authority arising out of the bonded Project including but not limited to liquidated damages, site rental, progressive estimate overpayments and the like. After the Surety has been made whole, the Oklahoma Turnpike Authority may offset against any remaining contract earnings any indebtedness or liability of the Principal arising out of other contracts and dealings.

No quantity overruns, changes in the work, or alterations in or amendments to the contract work or documents, whether accomplished by change order, addenda or supplemental agreement, and no deviations in the plan or mode or procedure specified in the Contract shall have the effect of releasing the Surety from all or any part of its obligations hereunder.

IN WITNESS WHEREOF, the Principal has caused this document to be executed in its name by a duly authorized officer, agent or representative, and the Surety has caused this document to be executed in its name by an authorized attorney-in-fact or corporate officer, effective as of the day and year first above written. THE COMMISSION ON THIS BOND IS BEING PAID TO: _____________________ ______________________________. ATTEST: (Corporation) [SEAL] PRINCIPAL ____________________________ Secretary of the Corporation By: Individual Proprietor/ Partner/Authorized Officer

SURETY

By: Authorized Attorney-in-Fact or an Authorized Officer of Surety SUBSCRIBED by the Principal’s representative before me, a Notary Public, on this _____ day of _______________________, 20___.

Notary Public in and for the State of ___________________

My Commission Expires: _______________________[SEAL] NOT FOR C

ONSTRUCTION

Statutory Payment Bond – 4/26/2004 Page 1 of 2

STATUTORY PAYMENT BOND BOND NO. KNOW ALL MEN BY THESE PRESENTS:

That ________________________________________________________, whose principal or home office mailing address and telephone number are:

Street/P. O. Box City, State, Zip Code Telephone (_____) _____________________, as Principal, and

____________________________________________________________ a corporation organized in the State of _____________________, and authorized to transact a commercial surety business in the State of Oklahoma, whose principal or home office mailing address is

Street/P. O. Box City, State, Zip Code

as Surety, are held and firmly bound unto the State of Oklahoma and the Oklahoma Turnpike Authority, in the penal sum of not less than _____________________________________________________________ _____________________________________________($_________________) in lawful money of the United States of America, said sum being equal to the estimated contract price, for the payment of which well and truly to be made, we bind ourselves and each of us, our heirs, executors, administrators, trustees, successors and assigns, jointly and severally by these presents.

DATED this _______ day of _________________________, 20____. THE CONDITION OF THIS OBLIGATION IS SUCH THAT:

WHEREAS, said Principal entered into a written Contract with the Oklahoma Turnpike Authority dated ______________________, 20____, for the construction or performance of: PROJECT NO.: JKT-2343A COUNTY: OKLAHOMA TURNPIKE: JOHN KILPATRICK LENGTH: N/A DESCRIPTION: GRADING, DRAIN, PAVING AND BRIDGES LOCATION: INTERCHANGE OF THE JKT WITH I-40, EXTENDING THE EXISTING

JOHN KILPATRICK TURNPIKE. (hereinafter the “Project”) all in compliance with the Project plans, specifications and related contract documents, including all amendments or changes thereto, which documents are on file in the principal office of the Oklahoma Turnpike Authority and are incorporated herein by reference.

NOW, THEREFORE, if the Principal shall (1) pay all Project indebtednesses incurred by said

Principal and his/her/its subcontractors and materialmen for all labor, material, rental of machinery or equipment and repair of and parts for equipment as are used and consumed in the performance of the contract; and (2) pay all (a) state and local taxes accruing as a result of the contract, (b) liquidated damages and site rental as may be provided for in the contract documents, and (c) any indebtedness of the Principal to the

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Statutory Payment Bond – 4/26/2004 Page 2 of 2

Oklahoma Turnpike Authority arising out of overpayments of progressive estimates, then this obligation shall be null and void, otherwise to remain in full force and effect.

The intent of the Principal and Surety is that this Statutory Payment Bond, including the benefits or coverages provided herein, all notice requirements and all suit limitations, shall be construed, governed and controlled by Title 61, Oklahoma Statutes, Sections 1 and 2, as those statutes exist on the effective date of the Contract, even though the language of this bond may be more or less restrictive than required by statute.

For value received the Surety agrees that no quantity overruns, changes in the work, or alterations in or amendments to the contract work or documents, whether accomplished by change order, addenda or supplemental agreement, and no deviations in the plan or mode or procedure specified in the Contract shall have the effect of releasing the Surety from all or any part of its obligations hereunder.

IN WITNESS WHEREOF, the Principal has caused this document to be executed in its name by a duly authorized officer, agent or representative, and the Surety has caused this document to be executed in its name by an authorized attorney-in-fact or corporate officer, effective as of the day and year first above written. THE COMMISSION ON THIS BOND IS BEING PAID TO: _____________________ ______________________________. ATTEST: (Corporation) [SEAL] PRINCIPAL ____________________________ Secretary of the Corporation By: Individual/Proprietor/Partner/Authorized Officer

SURETY

By: Authorized Attorney-in-Fact or an Authorized Officer of Surety SUBSCRIBED before me, a Notary Public, by the Principal’s representative on this _____ day of _______________________, 20___.

Notary Public in and for the State of _______________________

My Commission Expires: _______________________ [SEAL] NOT FOR C

ONSTRUCTION

TABLE OF CONTENTS 1 of 1

OKLAHOMA TURNPIKE AUTHORITY CONTRACT NO. JKT-2343A

These specifications must be read and construed as a whole. .......................................................................................................................................................................

SPECIAL PROVISIONS Maintenance Bond Definition ..................................................................................................... 101.05:1 A+B Bidding……………………………….. ......................................................................... 102.07:1-2 Utility Relocation Information ................................................................................................ 104.20:1-2 Partnering……………………………………………………………………… ............. ………105.20:1 Legal Relations & Responsibility to Public ................................................................................. 107.12:1 Prosecution and Progress ……………………………………………………………………108.03:1-20 Time Extension ....................................................................................................................... 108.07:1-3 Sequence of Construction ........................................................................................................ 108.13:1-3 Price Adjustment for Asphalt Binder ...................................................................................... 109.12:1-3 Eastern Red Cedar Eradication……………………………………………………………………...201:1 Management of Erosion, Sedimentation, and Storm Water Pollution Prevention and Control .. 220:1-11 High Performance Turf Reinforcement & Anchor Reinforced Vegetation System ...................... 227:1-6 Cement Treated Base ................................................................................................................... 317:1-4 Warm Mix Asphalt…………………………………………………………………… .. …………..411:1 Compaction of Hot Mix Asphalt ................................................................................................. 411.04:1 Longitudinal Joint Density on Asphalt Concrete Pavement ........................................................ 411.04:1 Sealed Expansion Joint…………………………………………………………………………..504(C):1 Bearing Assemblies…………………………………………………………………… ..... ……..507:1-2 Surface Concrete Finish (CIM 100)…………………………………………… .. ………………....509:1 Drilled Shaft Foundations………………………………………………………… . …………..516:1-19 Cable Barrier Tension Meter ............................................................................................................ 628:1 Project Lane Rental ................................................................................................................. 645.05:1-4 Utility Relocation ....................................................................................................................... 660:1-50 Optimized Gradation for Portland Cement Concrete Pavement……………………… . ………..701:1-4 Hamburg Rut Testing of Hot Mix Asphalt ....................................................................................... 708:1 Plant Mix Bituminous bases and surfaces (Superpave) ............................................................... 708:1-6 Traffic Stripe .............................................................................................................................. 711:1-13 Bridge Bearing Structural Steel…………………………………………………… ... ……….724.05:1-2 Elastomeric Bearing Pads………………………………………………………… ...... …..….733.06:1-2 Traffic Stripe (Plastic) .................................................................................................................. 855:1-6 Traffic Stripe (Multi-polymer) .................................................................................................... 856:1-6 Construction Zone Pavement Markings ....................................................................................... 857:1-3 Construction Zone Impact Attenuators ............................................................................................. 871:1 Impact Attenuator ......................................................................................................................... 871:1-2 Construction Signing & Traffic Control ....................................................................................... 880:1-8 Changeable Message Sign ............................................................................................................ 882:1-3

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BIDDING REQUIREMENTS & CONDITIONS ______________________________________________________________________________________

SP 102.01 - 1 of 1

OKLAHOMA TURNPIKE AUTHORITY SPECIAL PROVISIONS

FOR SECTION 101.05

MAINTENANCE BONDS

JKT-2343A These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 101.05. DEFINITIONS

S. Bond

2. Maintenance Bond (Replace definition with the following:) A bond of at least the total Contract Price to protect the Authority from defective Work and Materials for one year after Project Completion.

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A+B BIDDING SP 102.07 -1 of 2

OKLAHOMA TRANSPORTATION AUTHORITY SPECIAL PROVISIONS

FOR SECTION 102

A + B BIDDING (TRADITIONAL BID +

INCENTIVE/DISINCENTIVE) PROJECT NUMBER EOC 2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010.

The following provisions apply unless otherwise specified in Special Provision Contract Requirements.

102.07 PREPARATION OF PROPOSAL (Add the following:)

Submit an A + B bid proposal for the construction of this project. The “A” portion of the bid will include a price for each unit listed on the schedule of pay items. The “B” portion of the bid will include the time required to achieve substantial completion of the project. The value of time bid (“B”Bid) will be used to compute the total bid (A+B) for the purpose of comparing bids received and for determining the lowest bid. The dollar value of the contract will reflect only the extended sum of the unit prices bid as the “A” portion of the bid.

The “B” portion of the bid will also establish the time allowed to achieve substantial completion

of the project, and for purposes of computing incentive payments and disincentive damages. The time bid must be less than or equal to the maximum time authorized for the “B” bid for substantial completion of the project or the bid will be considered non-responsive.

A. Contract Administration

Time will be assessed against the Contract from the time work commences, or from the Effective

date of the Notice to Proceed, whichever is earlier.

“B” Time will be assessed against the contract from the time work commences, or from the Effective Date of the Notice to Proceed, whichever is earlier. The time bid (“B” Bid) will be administered in accordance with Subsection 108.08, “Incentive/Disincentive for Early/Late Completion.” The time bid (“B” Bid) to substantially complete the project includes all working and non-working days, weekends, special events, holidays, normal adverse and unusually adverse weather days, and lost time resulting from such weather conditions. Claims for delay or lost time will be considered by the Engineer on the basis of actual delay, and adjustments to the contract time or the “B” Bid may be made as appropriate for purposes of calculating incentive and disincentive payments. In order to consider any delay, it must be shown to affect the critical path of the project schedule. Disincentive charges will continue to be assessed until substantial completion is achieved, if there is no State or Federal disaster declaration. In the event that a State or Federal disaster is declared, the Contractor must exhibit the disaster directly impacted the critical path of the project before time compensation will be considered for incentive or disincentive purposes. There will be no consideration of time adjustment for disasters declared by the State or Federal Government that do not have a direct impact on the critical path for the project, nor will the State or Federal Governments duration given in the disaster declaration be considered without proof of direct critical path impact.

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A+B BIDDING SP 102.07 -2 of 2

The time required by the Engineer for performing normal inspections, testing and review duties shall be considered as included in the time bid. Every effort will be made by the Engineer to perform normal inspection testing and review in a manner which will not delay work progress.

(1) Incentive Payments

Incentive payments will be administered in accordance with Subsection 108.08,

“Incentive/Disincentive for Early/Late Completion.”

(2) Disincentive Assessments

Deductions for disincentives, including liquidated damages, will be assessed in accordance with Subsection 108.08, “Incentive/Disincentive for Early/Late Completion.”

Liquidated damages will be charged effective one minute following the expiration of the contract

time and will continue until the project is completed. Liquidated damages will be assessed in addition to the disincentive assessment, if applicable, and will be charged against each progressive estimate until completion is achieved.

B. Schedule

Prepare and submit a Critical Path Method (CPM) analysis in accordance with Subsection 108.03.B

within 30 days of the award of the contract. Submit any revisions made to the original schedule to the Engineer. Upon request, but no more than once every 30 days, prepare and submit CPM updates to the Engineer. Include costs of preparing and maintaining the CPM in other items of pay. CPM updates to the Engineer must be supplied in .PDF and .P3 or .XES extensions.

C. Definitions

(1) “A” Bid - the sum of the unit prices bid multiplied by the unit quantities as reflected in the

schedule of prices in the bid proposal.

(2) “B” Bid - the product of the unit of time bid to achieve substantial completion of the project multiplied by the disincentive/incentive rate specified in the bid proposal.

(3) Incentive Rate - the rate assigned for each unit of time for construction of the project. An

incentive will be earned for the time the project is substantially complete prior to the expiration of the time bid, “B” Bid, not to exceed the maximum time specified in the bid proposal.

(4) Disincentive Rate - a rate equal to the incentive rate that will be assessed for the time in excess

of the time bid, “B” Bid, required to achieve substantial completion.

(5) Substantial Completion - substantial completion is as defined in Subsection 105.17.A of the Standard Specifications, and Special Provision CA000002 of the contract documents, and includes as a minimum, if such features are included in the project plans, all bridges, pavement structure, shoulder, drainage, retaining wall, permanent signing and markings, traffic signals, traffic barriers, safety appurtenances, utility and lighting work. Where in conflict, the requirements of Special Provision CA000002 will govern.

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UTILITY PROERTY AND SERVICES SP 104.20-1 of 3


FOR SECTION 104

UTILITY PROPERTY AND SERVICES JKT-2343A

These Special Provisions revise, amend, and where conflict, supersede applicable Sections of the Oklahoma Turnpike Authority 2010 Standard Specifications.

(Add the following:)

104.19 UTILITY RELOCATION INFORMATION

Utility facilities will be removed, relocated, adjusted and/or abandoned in place in accordance with separate agreements between the Oklahoma Turnpike Authority and the respective utility owners at the herein designated locations.

The Contractor is forewarned that a portion of such work will be under way concurrently with the Contractor's work under this Contract. No monetary or time claims will be considered from the Contractor if the utilities are relocated or clear construction by the dates indicated in the remarks for each respective utility.

The following utility forces will be working within the construction limits covered by this Contract:

1. OWNER: ATT

UTILITY INVOLVED AND LOCATION: Sara Road, Reno Avenue, SW 15th Street.

PROPOSED REARRANGEMENTS

REMARKS: Based on available information at this time, it is anticipated that relocations can be completed by ???.

2. OWNER: Cox Communication

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UTILITY INVOLVED AND LOCATION: Sara Road, SW 15th Street

PROPOSED REARRANGEMENTS:

REMARKS: Based on available information at this time, it is anticipated that relocations can be completed by ???

3. OWNER: OG&E Distribution

UTILITY INVOLVED AND LOCATION: Sara Road, Reno Avenue, SW 15th



4. OWNER: ONG

UTILITY INVOLVED AND LOCATION: Sara Road



5. OWNER: DCP Natural Gas NOT FOR C

ONSTRUCTION


UTILITY INVOLVED AND LOCATION:



6. OWNER: ONEOKFS

UTILITY INVOLVED AND LOCATION: Crosses at approximate station Ramp P 230+00.

PROPOSED REARRANGEMENTS: The line has been placed out of service by ONEOKFS and can be disturbed if necessary during construction.

REMARKS: No relocation planned.

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CONTROL OF WORK - PARTNERING ______________________________________________________________________________________

SP 105.20 - 1 of 1


FOR SECTION 105

CONTROL OF WORK

CONTRACT NO. JKT-2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 105.20. PARTNERING. Is hereby revised by adding the following: Due to the intricate nature of work and/or location of this contract, all supervisory personnel of the Contractor and his Subcontractors will be required to participate in a Partnering Workshop. The purpose of the workshop is to outline the communication protocol between OTA, the Contractor, and other personnel involved throughout the execution of the contract work. The established protocol will be utilized to facilitate the informal resolution of differences in a timely manner. The Contractor shall schedule and coordinate the workshop with OTA’s Driving Forward Program Manager. Personnel required to attend the workshop include, but are not limited to, the following:

• OTA Construction Engineer • OTA Driving Forward Program Representative • OTA On-Site Representative, • OTA Maintenance Superintendent, • OHP Supervisor, • Contractor’s Project Superintendent and other supervisory personnel from the Contractor

and his Subcontractors. The workshop shall be held at a mutually agreed upon location and time by the OTA Construction Engineer and Contractor. If deemed necessary, a facilitator may be used to coordinate the Partnering Workshop and shall be selected jointly by the OTA Construction Engineer and Contractor. Follow-up meetings shall be held periodically throughout the duration of the project, at the project site or another location mutually agreed to by both parties. These follow-up meetings may be in the form of a monthly progress meeting. The establishment of a partnering charter is voluntary and does not change the legal relationship of the parties to the contract, nor relieve either party from any of the terms of the contract. The costs incurred to conduct the Partnering Workshop shall be shared equally by the Contractor and OTA. The costs shall include, but are not limited to, the following: the meeting room(s), facilitator/coordinator expense, and meeting supplies. There will be no reimbursement for salaries, per diem, travel or related expenses of the attendees. A separate agreement will be generated between the Contractor and OTA to address the costs incurred and method of payment. The reimbursement will not be included in the progressive pay estimates.

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LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC ______________________________________________________________________________________

SP 107.12 - 1 of 1


FOR SECTION 107

LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC

CONTRACT JKT-2343A These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 107.12(A). General. is hereby amended as follows: Delete the words “project specific” from the second sentence of the third paragraph. The sentence now reads: “If the Contractor cancels, allows to lapse, fails to renew or in any way fails to keep the liability insurance policy or any other required insurance policy in full force and effect, the Authority will suspend all progress and/or final payments for the project until the required insurance is obtained.” 107.12 (B). Contractor’s Public Liability and Property Damage Liability Insurance, is hereby amended as follows: Delete the words “specific by project number” from the first sentence of the first paragraph. The sentence now reads: “The Contractor shall obtain an insurance policy for each project awarded by the Authority to the Contractor.”

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PROSECUTION AND PROGRESS – FLEX START, UTILITIES, ADJACENT PROJECTS, & CPM

SCHEDULE ______________________________________________________________________________________

SP 108.03 - 1 of 1


FOR SECTION 108

PROSECUTION AND PROGRESS

CONTRACT JKT 2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 108.03. PROSECUTION AND PROGRESS. (Is hereby deleted and replaced with the following): A. NOTICE TO PROCEED The Work Order for this project will be issued in the normal time period (approximately 30 days after award of Contract). The Notice to Proceed (NTP) will be issued and the Contractor shall begin work on January 8, 2018. Time charges will begin on the date the Contractor begins work and will continue until the project is complete. The Contractor will be charged for every day once work commences, there will be no days that are considered “no work” days. Any consideration of additional time will be strictly adhered to as described in Special Provision 102.07 A+B Bidding. The Contractor shall notify the Engineer at least fourteen (14) calendar days prior to beginning work. B. UTILITIES See Utility Information Special Provision Section 104 for Utility schedules. C. PROJECT SEQUENCING WITH ADJACENT PROJECTS There will be a project(s) under construction concurrently during Project Number JKT 2343A. This Special Provision is intended to address the sequencing coordination for adjacent project(s) during construction, in the likely event that the Contractors will not complete their respective phases on adjacent projects at the same time. Cooperation, coordination, and collaboration will be expected by the Contractors and the Engineer in these difficult areas. Traffic Control will be coordinated through project meetings with the Contractors on adjacent projects. The Contractor is required to coordinate all lane closures or work area issues around this project through the Engineer and as per Section 105.07 of the OTA 2010 Standards and Specifications.

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EXTENSIONS TO THE CONTRACT OF TIME ______________________________________________________________________________________

SP 108.07 - 1 of 3


FOR SECTION 108.07

EXTENSIONS TO THE CONTRACT TIME

CONTRACT JKT-2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. Is hereby revised by adding the following:

108.07 DETERMINATION AND EXTENSION OF CONTRACT TIME Extensions to the Contract Time will only be considered for circumstances outlined in Special Provision 108.03.

General. The Contractor shall immediately notify the Engineer of a delay in accordance with Section 104.03, “Contractor Requested Contract Revisions,” once the Contractor becomes aware of the delay, not at the conclusion of the delay. The Contractor waives entitlement to a time extension or compensation for delay or costs incurred before the Contractor notified the Engineer of the delay. After notifying the Engineer of the delay, keep daily records of the labor, material, and equipment affected by the delay. Maintain a daily record of each operation affected by the delay and the station locations of the operations affected. The Authority will also maintain daily records of the operations and station locations. Each Monday, compare the previous week’s daily records with the records kept by the Authority. Provide written notice to the Engineer within 10 business days of the results of the comparison of the detailed records performed each Monday, and list and describe any disagreements between the records. The Contractor’s failure to meet with the Engineer and review the Authority’s records or to list and describe disagreements between the Contractor’s and Authority’s records shall establish that the Authority’s records are accurate, that the Contractor accepts the records as prepared, and that the Contractor agrees that the Authority’s records will be the basis for determining the delay and any compensation that may be due because of the delay. In addition to the daily records, prepare and submit written reports to the Engineer containing the following information each Monday:

1) Number of days behind schedule. 2) A summary of all operations that have been delayed, or will be delayed. 3) In the case of a compensable delay, explain how the Authority’s act or omission delayed each

operation. 4) Itemize and document all added costs being incurred due to the delay. Show all calculations

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SP 108.07 - 2 of 3

The Contractor’s plea that the contract time was insufficient is not a valid reason for an extension of time. When the time as extended by the Authority falls on a date that is a holiday, the Engineer will extend the contract time to the next business day. The Authority will evaluate the Contractor’s documentation and analysis and determine the time extension due, if any. The Authority will not evaluate a request for an extension of the contract time or revise the contract time unless the Contractor notifies the Authority in accordance with the contract documents and specifications. The Engineer will evaluate delays and requests for extensions or revisions to phased or interim start or finish dates, or durations for portions of the project in the same manner as requests for an extension of the contract time for the project as a whole. Comply with the requirements of this subsection when seeking a time extension for phased or interim start or finish dates or durations. a) Evaluation of Delays and Calculation of Time Extensions.

The Engineer will evaluate the Contractor’s request for a time extension based on the Contractor’s compliance with the following requirements:

1. Base all evaluations of delay and all calculations of the appropriate time extensions due on the schedules submitted to and accepted by the Authority and current at the time the delay occurred, not schedules created after the delay occurred.

2. The delay is on the critical path when the delay occurred. 3. The delay results in a scheduled milestone, phase or stage, or project completion date that is later

than the date required by the contract. 4. When using a CPM schedule, determine the duration of delays as follows:

1) Use time impact analysis (TIA) to identify and measure critical delays that have not yet occurred. Do not use this method to evaluate delays that have already occurred. In general terms, perform a TIA as follows:

I) Develop a “mini” schedule for the changed work. This schedule is known as a fragnet.

II) Identify the current accepted schedule and record the scheduled completion date on that schedule.

III) Insert the fragnet into the current schedule by properly linking the fragnet with the existing activities in the current accepted schedule.

IV) Recalculate the current schedule with the fragnet inserted and record this scheduled completion date.

V) The difference in the calculated scheduled completion dates between the current schedule and the schedule calculated with a properly inserted and properly composed fragnet is the delay attributable to the changed work. The time extension due, if any, will be based on this delay.

2) Use a contemporaneous analysis when evaluating delays that have already occurred. In general terms, perform a contemporaneous analysis as follows: I) Identify the most recent accepted schedule with a data date before the start of the

delay being evaluated. II) Identify each accepted schedule in effect during the delay and the schedule with a

data date that immediately follows the conclusion of the delay. III) Identify the critical path each day from immediately before the start of the delay to

the schedule immediately following the delay. IV) Determine whether the delay falls on the critical path.

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SP 108.07 - 3 of 3

V) If the delay does not fall on the critical path, then no project delay occurred and no time extension is due.

VI) If the delay falls on the critical path, then determine the number of days the critical path is delayed. The time extension due, if any, will be based on this delay.

b) Administration of Time Extensions. For a calendar day contract, the Authority will provide a time extension by adding calendar days to the contract time.

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PROCECUTION AND PROGRESS – SEQUENCE OF CONTRUCTION ______ ________________________________________________________________________________

SP 108.13 - 1 of 1


FOR SECTION 108

PROSECUTION AND PROGRESS

CONTRACT NO. EOC 2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. Is hereby revised by adding the following:

108.13. SEQUENCE OF CONSTRUCTION The contractor shall furnish a CPM schedule in accordance with Subsection 108.03, “Prosecution and Progress” per the Oklahoma Turnpike Authority Standard Specifications, 2010 Edition, and SP 108.03. The following provisions set forth the contract time for completion of critical milestones in the construction of this project. These provisions also specify incentives or disincentives to be added or deducted from monies due the contractor for failure to complete the required construction within the specified times. It shall be understood these milestone dates are set to overcome all. The Oklahoma Turnpike Authority will not consider an extension of contract time concerning these milestone dates for any reason. Phase 3 Westbound I-40 Lane Closure The Contractor will be required to complete all work necessary in Phase 3 to open the all westbound lanes of I-40 within 45 days of closing a lane for Phase 3 construction. There will be an Incentive/Disincentive of $10,000 per day for completion of all work associated with this milestone. All I-40 westbound lanes in Phase 3 must have this work completed and all lanes open to earn the subject milestone incentive. Time for this milestone will end at 11:59 P.M. on the 45th day. If the Phase 3 westbound I-40 lanes are not opened to traffic for any portion of the day between 12:01A.M. and 11:59 P.M., it will be counted as a full day of not achieving the milestone requirements. Payment will be based on full days of these areas being open to traffic only. The Contractor will be paid $10,000 per day for every day the roadway is ready before the 45th day as established by this milestone and will be deducted from any monies due the Contractor $10,000 per day for every day past 45 days as specified above. The Maximum amount of days for which incentives will be considered will be limited to 10 calendar days. A+B Special Provision The A+B portion of the contract will be initiated, as per Special Provision 102.07(a-c) as a Special Provision independent of this Milestone Special Provision.

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PRICE ADJUSTMENT FOR ASPHALT BINDER ____________________________________________________________________________________________

SP 109.12 - 1 of 3


SPECIAL PROVISIONS FOR

SECTION 109 PRICE ADJUSTMENT FOR ASPHALT BINDER

JKT-2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 109.12 PRICE ADJUSTMENT FOR ASPHALT BINDER. Is hereby revised by adding the following: A price adjustment clause is included in this contract to provide additional compensation to the Contractor or a credit to the Authority for fluctuations in asphalt binder prices. This price adjustment is dependent upon a change in the average price of asphalt binder which results in an increase or decrease in the price of products utilized on this project.

(a) Payment will be made to the contractor for monthly fluctuation in the price of asphalt binder used in performing the applicable items of Asphalt Concrete work as listed in the table below when the asphalt binder cost fluctuates by more than 3% from the base price defined below. Payments may be positive, negative, or nonexistent depending on the circumstances. Payments or deductions will only be calculated on that portion of the asphalt binder price fluctuation that exceeds the 3% specified above. Payments or deductions for the asphalt binder cost adjustment will be included in the contractor’s progressive estimates; and the payment or deduction authorized for each estimate will be based upon the algebraic difference between the quantities for applicable items of work.

(b) The Asphalt Binder Price Adjustment (ABPA) for the current estimate will be computed according to

the following formula:

ABPA = Q x F x D where

ABPA = Asphalt binder price adjustment, in dollars; Q = The algebraic difference between the quantities for the

applicable items on the current estimate and the quantities shown on the previous estimate, in tons of mix;

F = The Asphalt Binder Use Factor for the applicable items of work subject to this price adjustment, as listed in Table 109:1

D = Allowable price differential, in dollars.

When the units of measure in this contract for the Items of Work listed in the table do not correspond with the units shown in the table (i.e. Asphalt Concrete paid by the square yard, etc.), those Items will not be subject to the terms of this special provision or any asphalt binder price adjustment. NOT FOR C

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SP 109.12 - 2 of 3

Table 109:1 Asphalt Binder Use Factor

ITEM DESCRIPTION

ITEM

NUMBER

ASPHALT BINDER USE

FACTOR PER UNIT

Permeable Friction Course 405

0.062 ton of binder per ton of mix

Open Graded Friction Surface Course

406


Superpave, Type S2

411(A)


Superpave, Type S3

411(B)


Superpave, Type S4

411(C)


Superpave, Type S5

411(D)


Superpave, Type S6

411(E)


Stone Matrix Asphalt

411(F)


Superpave, Type RBL

411(G)


Superpave, Type RIL

411(J)


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SP 109.12 - 3 of 3

The allowable price differential, “D”, for the current estimate will be computed according to the following formulas:

When the current price, P, is greater than the base price, P(b) . D = P - [1.03 x P(b) ], but not less than zero.

When the current price, P, is less than the base price, P(b) .

D = P - [ 0.97 x P(b) ], but not greater than zero.

P(b) = the asphalt binder base price, in dollars per ton (mton), is the Monthly Asphalt Binder Price Index for the month in which the bids for the work were received.

P = the asphalt binder current price, in dollars per ton (mton), is the Monthly

Asphalt Binder Price Index for the month in which the estimate pay period ends.

The Oklahoma Department of Transportation (ODOT) will establish the Monthly Asphalt Binder

Price Index each month and post the information to the ODOT website at: http://www.okladot.state.ok.us/comtractiadmin/pdfs/binder-index.pdf.

(c) The Monthly Asphalt Binder Price Index will be determined by calculating the average of the

minimum and maximum prices for performance-graded binder using the Selling Price of PG64-22 paving grade, as listed under “Midwest/Mid-Continent Markets – MISSOURI/KANSAS/OKLAHOMA - Tulsa, Oklahoma/Southern Kansas”. The publication used to establish the Monthly Asphalt Binder Price Index will be the Asphalt Weekly Monitor ® furnished by Poten & Partners, Inc. The issue of the Asphalt Weekly Monitor ® used will be for the last full week in the previous month received by ODOT prior to the first day of the index month. If the specified publication ceases to be available for any reason, ODOT at its discretion will select and begin using a substitute price source or index to establish the Monthly Asphalt Binder Price.

(d) Items included in the contract that are listed in the table above are subject to adjustment in accordance

with this provision, regardless of any amount of overrun to the plan quantity. Any new items of work added to the contract by supplemental agreement that are listed in the table above, will be subject to the asphalt binder price adjustments in accordance with this provision. The base asphalt binder price, P(b) , for any newly added eligible items will be the same P(b) as the eligible items in the contract and the new unit price established by supplemental agreement shall be determined accordingly.

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http://www.okladot.state.ok.us/comtractiadmin/pdfs/binder-index.pdf

EASTERN RED CEDAR ERADICATION ________________________________________________________________________________________________________

SP 201 - 1 of 1

OKLAHOMA TURNPIKE AUTHORITY SPECIAL PROVISION

FOR SECTION 201

EASTERN RED CEDAR ERADICATION

JKT-2343A

These special provisions amend and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 201.01 DESCRIPTION (Add the following:)

The Eastern Red Cedar is an invasive native species of evergreen tree that can tolerate a wide variety of soils, and habitats. It grows ordinarily from 16 to 66 ft [5 to 20 m] tall, with a short trunk 12 to 39 in [30 to 100 cm] in diameter. The bark is reddish-brown, fibrous, and peels off in narrow strips. The leaves are of two types; sharp, spreading needle-like juvenile leaves 2.0 to 3.9 in [5 to 10 cm] long, and tightly adpressed scale-like adult leaves 0.079 to 0.16 in [2 to 4 mm] long; they are arranged in opposite crossing pairs or occasionally spirals of three. The seed cones are 0.12 to 0.28 in [3 to 7 mm] long, berry-like, dark purple-blue with a white wax cover giving an overall sky-blue color. For more information on Eastern Red Cedars visit: http://oklahomainvasivespecies.okstate.edu./eastern_redcedar.html

Eastern Red Cedars spread quickly and present a fire hazard. For these reasons the cedars are being eliminated from the highway right-of-way.

201.04 CONSTRUCTION METHODS (Add the following:)

E. Eastern Red Cedar Eradication

Remove all Eastern Red Cedars within the project right-of-way up to, and including the right-of-way line for the project site. For cedars within the project right-of-way, remove the tree so that the stump is flush with the finished slope elevation. For cedars growing on the right-of-way fence line, do not remove the trees without the approval of the Engineer, and unless the removal can be performed without damaging the right-of-way fence. Repair fence damaged by the removal of the cedars at no additional cost to the Authority.

Dispose of the cedars in accordance with Subsection 201.04.A, “Clearing,” and in a

manner approved by the Engineer.

201.06 BASIS OF PAYMENT (Add the following:)

Cost of Eastern Red Cedar eradication to be included in the cost bid for Clearing and Grubbing. If no pay item exist within the contract for clearing and grubbing, include the cost of eradication in other items of work. NOT FOR C

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MANAGEMENT OF EROSION, SEDIMENTATION, AND SWPPP & CONTROL

SP 220 – 1 of 11


FOR SECTION 220

MANAGEMENT OF EROSION, SEDIMENTATION, AND STORM WATER POLLUTION PREVENTION AND CONTROL

JKT-2343A

220.01 DESCRIPTION This work consists of overseeing the construction and maintenance of erosion and

sediment control measures, in accordance with these specifications, in compliance with the details shown in the Contract, and as approved by the Engineer. The purpose of this work is to minimize or eliminate air pollution and pollution of rivers, streams, impoundments, and private properties from the discharge of dust and/ or storm water associated with construction activity.

A. Definitions Authorization to Discharge. The document issued from ODEQ, as a result of the

NOI application, serving as the official notification of the site specific permit.

BMPs (Best Management Practices). A wide range of project management practices, schedules, activities, or prohibition of practices, that when used alone or in combination, prevent or reduce erosion, sedimentation, and/or pollution of adjacent properties, water bodies, and wetlands. BMPs include temporary or permanent structural and nonstructural devices and practices.

Completion Date. See Subsection 101.05, “Definitions,” or Subsection 105.17, “Project Completion and Acceptance.”

Erosion. The detachment and movement of soil particles from their original location by force of water, wind, ice, and gravity.

Erosion Control. Erosion control reduces the potential of soil particles from being detached by the use of soil stabilizing practices. These practices are noted in the SWMP and SWPPP.

Final Stabilization. A point in time when all earth-disturbing activities are complete and permanent erosion and sediment controls are established and functional. The stabilized site is protected from erosive forces of raindrop impact and water flow. Typically, all unpaved areas except graveled shoulders, crushed aggregate base course, or other areas not covered by permanent structures are protected by either a uniform blanket of perennial vegetation (at least 70 percent of native background cover as found in the undisturbed surrounding area) or quivalent stabilization measures including but not limited to riprap, geotextiles, gabions or paved ditches.

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SP 220 – 2 of 11

NOI (Notice of Intent). The OPDES General Permit application form to commence earth-disturbing activities for storm water discharges on projects which have earth disturbing activities of 1 acre or more.

NOT (Notice of Termination). The OPDES General Permit application form indicating the end of earth-disturbing activities and the attainment of Final Stabilization.

OPDES. Oklahoma Pollutant Discharge Elimination System Act.

ODEQ. Oklahoma Department of Environmental Quality.

ODEQ/OPDES General Permit. The General Permit for Storm Water Discharges from Construction Activities, issued by the ODEQ under the OPDES regulations. It requires an SWPPP before earth-disturbing activities for the project. ODEQ is the regulatory, enforcement and permitting authority for the Environmental Protection Agency (EPA) in the State of Oklahoma.

Sediment Control. Sediment control minimizes detached particles from leaving the site or entering a water body by the use of structural practices. These practices are noted in the SWMP and SWPPP.

Sedimentation. Sedimentation occurs when the eroded particles are deposited in a new location.

SPRP (Spill Prevention and Response Plan). The Contractor’s detailed plan for prevention of pollution that stems from the use, containment, cleanup, and disposal of hazardous material, including petroleum products generated by construction activities and the use of construction equipment.

SWMP (Storm Water Management Plan). The Authority’s general plan for control of project-related Erosion and Sedimentation. It is developed by the Authority and included in the Contract documents. It serves as a resource for bid estimation and a framework from which the Contractor develops the project SWPPP. The SWMP normally consists of the following:

• SWMP Information Sheet;

• Site Specific Erosion and Sediment Control Plan Sheets;

• Contract Pay Items with Plan Notes;

• Summary of Temporary and Permanent Erosion and Sediment Controls; and

• Site Specific Drainage Map.

SWPPP (Storm Water Pollution Prevention Plan). The Contractor’s plan for erosion and sediment control and storm water management under the OPDES General Permit. The SWPPP is developed by incorporating pertinent information supplied by the Authority (SWMP) with the Contractor’s information and describing site-specific controls and management of issues identified for the

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SP 220 – 3 of 11

project based upon construction sequences and activities. See specific requirements in Subsection 220.04.C, “Contractor Responsibilities for SWPPP.”

220.02 MATERIALS Provide materials for erosion and sediment control measures that conform to

details shown in the Contract and requirements of this specification. These measures are subject to updates and amendments by the Contractor during project progression. The items, estimated quantities and locations of the control measures will be shown on the Plans, however, the Engineer may increase or decrease the quantity of these items as the need arises. The Engineer also may allow other materials and work as the need arises and as approved in writing.

220.04 CONSTRUCTION METHODS A. General

Provide an SWPPP and a NOI in accordance with the provisions of the latest version of the OPDES General Permit for Construction Activities issued by the ODEQ on construction projects with 1 acre [0.405 ha] or more of earth disturbance. Projects to be constructed within the corporate limits of a municipality may require additional permits and compliance with additional local requirements or constraints. All projects that involve earth disturbing operations require the appropriate BMPs developed for that specific site with up-to-date amendments by the Contractor.

B. Authority Responsibilities for SWMP The Authority will obtain dated photographs and video documentation of

pre-existing project site conditions at drainage locations and evidence of vegetation density prior to utility relocation or construction. The Authority will prepare and include in the Plans the SWMP and SWMP Information. The SWMP sheets of the construction plan include:

• Nature of the activity;

• Proposed construction sequencing;

• Total site area;

• Total disturbed area;

• Runoff coefficient for pre/post construction;

• Latitude and longitude of the site;

• Basic drainage, receiving waters, and site information required for SWPPP development;

• Site Maps; NOT FOR C

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SP 220 – 4 of 11

• Drainage patterns;

• Discharge locations;

• Approximate slopes;

• Limits of construction (areas of earth-disturbance and areas of no earth-disturbance or buffer zones);

• Locations of major controls;

• Temporary and permanent structural and nonstructural practices;

• Limits of right-of-way;

• Easements;

• Existing and new structures;

• Existing and proposed roadway grades;

• Wetlands and other environmental conditions;

• Notes providing special conditions for endangered and threatened species or critical habitat;

• Detours;

• Details of the description and timing of final stabilization practices; and

• Pay items and estimated pay quantities based on the above information.

The Authority will provide a partially completed NOI with the award package for completion and signature by the Contractor. Require documentation from the Contractor to ensure the ODEQ Authorization to Discharge has been obtained prior to allowing earth-disturbing activities to commence.

C. Contractor Responsibilities for SWPPP Submit for review by the Engineer at the preconstruction conference as required

by Subsection 108.02, “Notice to Proceed and Preconstruction Conference,” SWPPPs that address:

• Intended sequence of construction with a proposed schedule of activities.

• All required erosion and sediment control measures for each construction phase. NOT FOR C

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SP 220 – 5 of 11

• Compliance with the provisions of the latest version of the OPDES General Permit, which include but are not limited to the following items or activities:

• SWMP and SWPPP

• Copy of completed NOI with Contractor information and the ODEQ Authorization to Discharge.

• The proposed dates and locations of planned and actual clearing and grubbing activities, earthwork activities, and construction of temporary and permanent erosion control features.

• A description, location and schedule of temporary and permanent best management practices.

• A description, location and schedule of control practices used to divert flows from exposed soils.

• A description of construction material storage and controls used to minimize pollution from these materials.

• A prepared Spill Prevention and Response Plan.

• A description of the existing vegetation density within the project limits and adjacent land. (Include pictures and video, documented by date and location.)

• Documentation of existing conditions of streams and water courses prior to earth-disturbing activities. (Include pictures and video documented by date and location.)

• Current OPDES General Permit is available on the project site.

• How vehicle tracking will be prevented, reduced, or repaired during the project.

• Names, titles, companies, and 24 hr contact information, of people responsible for erosion and sediment control.

• A signed qualification narrative provided by the Contractor, designating the person(s) responsible for the SWPPP, identifying their familiarity with the SWPPP, and documenting their training and experience.

A Contractor Certification statement for subcontractors is recommended. This document places the responsibility of complying with and abiding by the intent and

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SP 220 – 6 of 11

purpose of the storm water permit with the subcontractor for any and all work performed under the authority and direction of the Contractor. A sample certification statement may be obtained on ODEQ’s website at www.deq.state.ok.us. Go to Water Quality, General Permits, Storm Water, OKR10 Storm Water Discharges from Construction Activities, Addendum D.

Develop the SWPPP using a combination of structural, nonstructural, and vegetative BMPs to adequately control erosion and sedimentation and manage storm water. Modify the SWPPP as needed to address changes in the field that develop during construction. Submit amendments to the SWPPP for approval as work progresses or as the proposed phasing/scheduling changes.

Provide a copy of ODEQ NOI and Authorization to Discharge to the Engineer before commencement of earth disturbing activities. Failure to obtain the ODEQ Authorization to Discharge will not be a basis for delaying time charges.

Identify Contractor personnel responsible for on-site inspection of storm water management and documentation procedures to be used in accordance with Subsection 220.04.H(4), “Inspection and Maintenance of Measures.”

D. Retention of Records The SWPPP is a dynamic document. Retain and maintain all changes made to the

SWPPP as required by the latest version of the OPDES General Permit. This will be the official record. Retain and place in the SWPPP a copy of the permit language and all inspection and maintenance reports. Perform inspection and maintenance reports from the commencement of earth disturbing activities to the completion date of the project. Make these records available to ODEQ or other regulatory agencies during normal business hours. Provide copies to ODOT of any and all ODEQ inspection reports, warning letters, technical assistance, Notice of Violation, Consent Order and/ or Administrative Compliance Orders. Submit the official SWPPP and all inspection and maintenance reports to the Engineer at the completion of the project.

E. Notice of Intent (NOI) Complete the mailing information, construction dates, and sign the Contractor’s

NOI provided with the Contract award package to the ODEQ prior to the preconstruction conference. Provide to the Engineer copies of the submitted NOI for review at the preconstruction conference and the Authorization to Discharge certificate prior to earth disturbing activities. At the preconstruction meeting, indicate your understanding of the terms and conditions of the OPDES General Permit and that you will fully implement and maintain the SWPPP as proposed or modified during the progress of the project.

F. Notice of Termination (NOT) The NOT must be submitted by the Contractor to the ODEQ. The Contractor will

submit a copy of the NOT and ODEQ’s final inspection report to the Engineer. ODEQ’s final inspection must not have any critical exceptions for the project to be declared complete and the Contractor relieved of any related construction site responsibilities, in accordance with Subsection 105.17 “Project Completion and

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http://www.deq.state.ok.us/


SP 220 – 7 of 11

Acceptance.” ODEQ will require the Contractor to apply for a new permit if the project does not have 70 percent stabilization or any other discrepancies are found. ODEQ offers a one-time Inspection Request form that will aid the Contractor in determining whether a project will be accepted for termination before it submits the NOT.

G. Off-Site Pollution Prevention Plan Prepare and submit SWPPP documentation complying with the latest version of

the OPDES General Permit to ODEQ for all related work to take place outside the project right-of-way. Submit copies of required SWPPP’s storm water permit documents for borrow pits, work/maintenance yards, and waste disposal yards, asphalt and concrete plants dedicated to the project to the Engineer at least 48 hr before related work starts. Install, repair, and maintain BMPs outside of the project limits at no additional cost to the Authority.

H. Contractor’s Operations Keep to a minimum project activity within the right-of-way in areas other than on

the paved roadway to prevent damage and destruction of existing vegetation.

Keep all construction areas in an orderly condition, and promptly dispose of all refuse and discarded materials.

Repair or replace erosion and sediment control measures damaged due to negligence, improper installation, or lack of maintenance at no additional cost to the Authority.

(1) Sequence of Operations Schedule and conduct an on-site inspection with the Engineer to review and

designate the locations and types of erosion and sediment control protection to be placed prior to beginning any work that will disturb existing vegetation. Indicate on the SWPPP, proposed erosion and sediment control devices used to divert flows, store flows, limit runoff from exposed areas, stabilize exposed soil, and filter sediment for each phase of the scheduled work.

Coordinate the placement of the temporary and permanent erosion and sediment control measures shown in the SWMP with up-to-date documented amendments to ensure effective and continuous erosion and sediment control throughout construction.

Do not initiate earth-disturbing operations until the Engineer has reviewed the SWPPP and the appropriate erosion control measures are in place.

(2) Protection of Watercourses Locate and construct waste disposal areas, maintenance and storage yards, and

haul roads within the project limits in a manner that will prevent sediment and other pollutants from entering streams and water impoundment areas or leaving the project site. NOT FOR C

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SP 220 – 8 of 11

Do not operate mechanized equipment in perennial streams, unless otherwise allowed in the Contract.

Clear streambeds and watercourses, as soon as practical of false work, piling, debris, and other obstructions placed during construction which are not part of the finished work. Do not deposit concrete waste or clean haul trucks in these areas. Recover slurry from drill shaft operations and remove it from the project. Do not allow slurry to flow into streambeds.

(3) Earthwork Operations Protect excavation or embankment slopes as construction progresses. A

maximum length of 1 mi [1.6 km] may be exposed without either placement of temporary (eg. seeding, mulching, soil retention blankets, or other approved soil stability), or permanent (eg. seeding, sprigging, or sodding) erosion control measures. Obtain approval from the Engineer in the preconstruction schedule for any increase or decrease in the amount of the area exposed by construction operations. In addition to the maximum exposed surface area, no exposed area shall remain unprotected for more than 14 calendar days without being stabilized. Stabilize areas within 50 ft [15 m] of any streams within 48 hr of inactivity of construction operations. Install temporary or permanent erosion or sediment control measures on excavation or embankment slopes as work progresses in vertical increments of not more than 10 ft [3 m] unless otherwise directed by the Engineer.

Maintain the top of the subgrade in all roadway sections through all construction stages so as to prevent silt from leaving the construction limits.

(4) Inspection and Maintenance of Measures Inspect and document all measures at least once every 7 calendar days and

within 24 hr of ½ in [12.5 mm] or greater rainfall event. Maintain all erosion and sediment control measures in accordance with the specifications at all times during the life of the Contract for all disturbed areas, material storage areas, discharge locations, drainage structures and vehicle entrances/exits for off-site tracking. Repair damaged measures; remove trapped sediment, and correct measures that are not working within 3 calendar days. Initiate repairs as needed or as directed by the Engineer within 1 calendar day of damage occurring to erosion or sediment control measures that could result in discharge of sediment into live streams, water impoundments, or other nearby bodies of water.

Remove accumulated silt before the control measures reach 50 percent capacity. Document each inspection of erosion and sediment control measures on a SWPPP Inspection and Maintenance Report form approved by the Engineer, or a form proposed by the Contractor and accepted by the Engineer. Submit copies of the completed inspection forms signed by qualified personnel to the Engineer within 24 hr of the inspections. Install a rain gauge at the project site, or use other means approved by the Engineer, and document rainfall amounts in the inspection schedule or reports.

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SP 220 – 9 of 11

(5) Removal of Control Measures Remove all temporary erosion and sediment control features from the project

area when no longer required, unless otherwise designated in the Contract or directed by the Engineer. Restore the areas of removal as close as possible in order to meet the previous ground lines, cover, and features.

Obtain approval from the Engineer to deposit sediment removed from control features within the right-of-way. If silt is disposed in stabilized areas, re-stabilize the area at no cost as directed by the Engineer.

I. Storm Water Compliance Inspections The Contractor shall perform periodic storm water compliance inspections and

document each inspection in accordance with Subsection 220.04.H.4, “Inspection and Maintenance Measures.” The Engineer shall perform periodic inspections for compliance with OPDES Permit or General Permit requirements and SWPPP documentation and control measures. The ODEQ may inspect for compliance with NOI requirements at any time until the NOT is submitted.

220.05 METHOD OF MEASUREMENT SWPPP documentation and management will be measured on a lump sum basis.

Properly installed and maintained erosion and sediment control applications in accordance with the specifications within the right-of-way or as approved by the Engineer will be measured under other items of work.

Erosion and sediment control applications attributed to the Contractor’s negligence, carelessness, lack of maintenance or are outside the right-of-way for material source or waste sites, haul roads, equipment storage and Contractor offsite facilities will not be measured for payment.

Non-Compliance Damages. The Authority believes that the OPDES program is an integral part of the project, and any failure to maintain the measures in the field or lack of orderly documentation, including but not limited to continuous inspection reports and revisions of the SWPPP, may result in non-compliance citations by the ODEQ and/or other local, state and federal agencies. The Authority will consider one or more of the following actions for failure to comply:

• Withhold a portion of payment for the lump sum item for SWPPP documentation and management;

• Withhold progressive payments for the project;

• Stop work on the project;

• Suspension of bidding for the Contractor;

• Apply non-compliance assessments in accordance with Subsection 220.06.B, “Non-Compliance Assessment”; or

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SP 220 – 10 of 11

• The Engineer will proceed to maintain the project in accordance with Subsection 105.14, “Maintenance During Construction.”

220.06 BASIS OF PAYMENT Approved documentation of NOI, Authorization to Discharge, initial and updated

SWPPPs, inspections, inspection reports, and acceptance of NOT by ODEQ will be paid at contract unit price as follows:

Pay Item: Pay Unit:

SWPPP DOCUMENTATION AND MANAGEMENT Lump Sum

Such payment shall be full compensation for furnishing all materials, equipment, labor, annual ODEQ permit fee and incidentals to complete the work as specified. Temporary erosion, sedimentation and storm water pollution prevention and control pay items will be measured for payment under the relevant pay items in Chapter 200, “Soils.”

Payment for this item of work shall be on the following schedule:

• 10 percent for approved earth disturbing SWPPP documentation,

• 15 percent when 25 percent of the Contract work is completed,

• 25 percent when 50 percent of the Contract work is completed,

• 25 percent when 75 percent of the Contract work is completed, and

• 25 percent when 70 percent stabilization has been obtained, all temporary erosion and sediment control devices have been removed and the storm water permit has been terminated.

Non-compliance assessment

Table 220:1 Non-Compliance Assessment Schedule

Total Disturbed Area shown on the SWMP sheet, acre [ha]

Rates per Calendar Day From To & Including

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Table 220:1 Non-Compliance Assessment Schedule

Total Disturbed Area shown on the SWMP sheet, acre [ha]

Rates per Calendar Day From To & Including

5 [2] 50 [20.2] $1,000

50 [20.2] 100 [40.5] $1,500

100 [40.5] No Limit $2,000

If the Engineer determines it to be appropriate, non-compliance assessments will be charged in accordance with Table 220:1 for failure to comply with the procedures specified in Subsection 220.04.H, “Contractor’s Operations,” failure to document inspection and maintenance activities specified in Subsections 220.04.C, 220.04.D, 220.04.E, 220.04.F, and 220.04.G, or failure to document, install, or maintain field changes in erosion control measures in a timely and prescribed manner as directed in writing by the Engineer. The Engineer will provide written notice of non-compliance to the Contractor with a time line for accomplishment before assessments are applied. The Engineer will compile a schedule of calendar days for each and every day of non-compliance by the Contractor. The compiled schedule of calendar days will form the basis for charging the non-compliance assessments.

Non-compliance assessments will continue until the Engineer provides written notice of satisfactory compliance with these specifications to the Contractor.

In addition to any Non-Compliance Assessments:

Indemnify and hold harmless the Authority, officers, and employees from all acts and/or failure to act by the Contractor, his/her officers, employees or agents and any other subcontractors which result in damages to the environment or to third parties or which are found to violate any rule or regulation of any regulatory agency.

Reimburse the Authority for the actual cost of any reasonable legal fees, liability, damage judgment or finding, fine, penalty, or expenses as a result of Contractor’s negligent acts or violations of the above noted laws in its performance of the Contract.

Reimburse the Authority within 10 calendar days of the amount of assessment, damage judgment or finding, fine, penalty, or expense or the Authority may withhold this amount from the Contractor’s next pay estimate or claim against the Contractor’s bond if estimates are inadequate and deliver that sum to the permitting agencies issuing the assessment, damage judgment or finding, fine, or penalty.

These assessments are not to be construed as a penalty but are actual damages to recover the costs assessed against the Authority due to the Contractor’s failure to comply with the above requirements. NOT FOR C

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HPTRM & ARVS

______________________________________________________________________________________ SP 227 - 1 of 6


FOR SECTION 227

HIGH PERFORMANCE TURF REINFORCEMENT MAT (HPTR) AND ANCHOR REINFORCED VEGETATION SYSTEM (ARVS)

JKT-2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition 2010. (Add the following:)

227.01 DESCRIPTION

This work consists of providing and installing High Performance Turf Reinforcement Mat (HPTRM) or Anchor Reinforced Vegetation System (ARVS) for slope protection, earth retention, ditch lining, and channel protection.

227.02 MATERIALS

A. HPTRM

a) Provide a woven HPTRM consisting of non-degradable polypropylene synthetic fibers processed in a three-dimensional matrix meeting the specifications in Table 227.1.

b) The HPTRM matrix must be stabilized against ultraviolet degradation and inert to chemicals

normally encountered in natural soil environment.

c) The HPTRM must have a closely woven, homogenous matrix not composed of layers or discontinuous material held together by stitched or glued netting.

d) HPTRM Properties: Minimum Average Roll Values (MARV) listed unless otherwise specified.

Typical values are not allowed.

e) The HPTRM should meet the following values:

TABLE 227.1

Property Test Method Test Parameters Units Property Requirement

HIGH PERFORMANCE TURF REINFORCEMENT MAT

Mass Per Unit Area 1 ASTM D-6566 Minimum oz/yd2 13.5

Thickness 1 ASTM D-6525 Minimum in 0.40

Light Penetration 2 (% Passing) ASTM D-6567 Maximum percent 10

Tensile Strength 1 ASTM D-6818 Minimum lb/ft 4,000 x 3,000 NOT FOR CONSTRUCTIO

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______________________________________________________________________________________ SP 227 - 2 of 6

Tensile Elongation 1 ASTM D-6818 Minimum percent 40 x 35

Resiliency 1 ASTM D-6524 Minimum percent 80

Flexibility 3, 4 ASTM D-6575 Maximum in-lb 0.534

UV Resistance 3 ASTM D-4355 Minimum percent 90 at 6,000 hrs

UV Resistance 3 ASTM D-4355 Minimum percent 85 at 10,000 hrs

Table Notes: 1. Minimum Average Roll Value (MARV). 2. Typical Value. 3. A smaller value for flexibility denotes a more flexible material. 4. Manufacturer to provide a certification (signed within 60 days of installation) from the ASTM D-6460 testing facility stating velocity and shear values, the duration of flow for the test, and the time frame for vegetation establishment before beginning testing.

f) The HPTRM shall be suitable for installation beneath solid slab sod. Installation and anchoring

shall be in accordance with Manufacturer’s requirements.

g) Provide anchor pins of sufficient length and cross section to achieve enough ground penetration to resist pullout (minimum length of 12 inches). Use longer pins or anchors for loose soils.

h) Ensure each roll of HPTRM is packaged with a material that will protect the roll from damage due

to shipment, water, sunlight, and contaminants. Maintain the protective wrapping during periods of shipment and storage. Adhere to ASTM D-4873 for labeling, shipment, and storage of the HPTRM. Ensure the product labels clearly show the manufacturer’s or supplier’s name, style name, and roll number.

i) The HPTRM will be subject to sampling and testing by the Authority in accordance with ASTM D-

4354 to verify conformance with these specifications. Acceptance will be in accordance with ASTM D-4759 based on testing of either conformance samples obtained using Procedure A of ASTM D-4354, or based on manufacturer’s certifications and testing of quality control samples obtained using Procedure B of ASTM D-4354.

B. ARVS

Provide a soil protection system combining a HPTRM, Securing Pins, and Percussion Driven Earth Anchors (PDEA).

C. Securing Pins

Securing pins should be at least 0.20 in. diameter steel with a 1.5 in. steel washer at the head of the pin. Securing pins should be driven flush to the soil surface. Length: 18 inches; sufficient ground penetration to resist pullout. Placement: The pins provide for temporary tie-down of the HPTRM to the slope to aid with vegetation establishment. Locations of the pins along trenches are indicated in the drawings at the center of the 1 ft x 1ft trench spaced 1 ft apart. Locations of the pins along the vertical overlaps are spaced 1 ft apart. HPTRM rolls wider than 10.5 ft must not have a pin spacing greater than 1.5 NOT FOR C

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HPTRM & ARVS

______________________________________________________________________________________ SP 227 - 3 of 6

ft in any direction to minimize wrinkling of the material common to wide roll width geosynthetics and the loss of intimate contact beneath the HPTRM. A securing pin sample shall be submitted to the Engineer for final approval to ensure they comply with the specified requirements.

D. Percussion Driven Earth Anchors (PDEA)

The Percussion Driven Earth Anchors shall consist of a die cast aluminum bullet nosed anchor head so that the anchor head shall not cut or break yarns. This shall minimize abrasion and installation damage to the HPTRM. Shall consist of a directionally locking, self-setting wedge grip used to lock and hold the loading applied to the anchor. Ball bearing mechanisms for load locking anchors shall not be accepted. The bullet nosed anchor head shall be attached to a zinc-aluminum coated carbon 3- foot long steel 1 x19 cable and a die cast zinc load bearing plate with openings to allow vegetative growth through the plate. The anchors shall be delivered to the jobsite fully assembled and ready for installation. All components of the anchor shall have a 50 year design life. Depth of 36 inches to provide for permanent tie down of the HPTRM to the channel or slope in the locations specified as ARVS in the drawings. The PDEA components shall be made of materials suitable to resist corrosion and UV degradation particularly at the soil/air interface, and strategically selected to achieve an expected design life of 50 years. The top load bearing plate shall have openings allowing vegetative growth through the plate and protrude only about 0.2 inches above the surface of the mat after installation. The plate shall also include a recessed cavity so that the cable can be cut below the plate surface. A PDEA sample shall be submitted to the Engineer for final approval to ensure they comply with the specified requirements. For quality control purposes and warranty claims, PDEAs shall meet the following requirements:

PDEA MATERIAL PROPERTIES

Component Standard(s) Material Composition Physical Properties

Anchor Head (Bullet Nose) ASTM B-85 Aluminum A383 Alloy

(Gravity Die Cast)

Width: 1.0in. Length: 3.3in.

Bearing Area: 1.5in2 Weight: 0.1 lb.

Cable Tendon ASTM A-1023 Zinc-Aluminum Coated Carbon Steel

Diameter: 0.12 in. 1X19 Strand Construction

Load Bearing Plate ASTM B-240-10

Die Cast Zinc with an Eight (8) Opening Array; Utilizing a

Ceramic Roller & Directional Locking Device

Diameter: 4.25 in. Thickness: 0.1in.

Tendon Sleeves MS51844 Zinc-Aluminum Length: 5/8” in Wall Thickness: 3/16”

PDEA PERFORMANCE PROPERTIES NOT FOR C

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HPTRM & ARVS

______________________________________________________________________________________ SP 227 - 4 of 6

Performance Property Value

Cable Tendon Working Load Strength 0.8 Kips

Cable Tendon Yield Strength 1.1 Kips

Composite Anchor Load Strength* 0.5 Kips

Minimum Anchor Drive Depth 3.0ft.

Maximum Anchor Drive Depth 5.0 ft.

* Anchor performance is a function of in situ soil strength and therefore the load range in this specification should be regarded as a guide only. Site specific soil conditions shall be evaluated by a licensed geotechnical engineer to determine the anchor type, depth, and pattern to resist slope instability. Pre-construction pull tests may be recommended.

227.03 EQUIPMENT – VACANT

227.04 SUBMITTALS

A. Certification

1. The Contractor shall provide the Engineer a certificate stating the name of the HPTRM AND ARVS manufacturer, product name, style, chemical compositions of filaments or yarns and other pertinent information to fully describe the geotextile.

2. The Manufacturer is responsible for establishing and maintaining a quality control program to assure compliance with the requirements of the specification. Documentation describing the quality control program shall be made available upon request.

3. The manufacturer’s certificate shall state that the furnished HPTRM meets MARV requirements of the specification as evaluated under the manufacturer’s quality control program. The certificate shall be attested to by a person having legal authority to bind the Manufacturer.

4. The manufacturer shall provide documented design methodology for size, length, and frequency of anchors in specific locations to meet acceptable factors of safety for critical sections of the installation. Design shall be based on designed slope geometry and geotechnical information provided by the engineer, as well as soil-specific anchor pull-out testing performed by the manufacturer.

B. The HPTRM and ARVS System shall be furnished by a single “pre-approved” manufacturer

and/or supplier and not be sourced from multiple manufactures/suppliers.

C. Manufacturing Quality Control (MQC) test results shall be provided upon request.

D. Independent Performance Test Results shall be provided upon request.

227.05 DELIVERY, STORAGE, AND HANDLING

Product labels shall clearly show the manufacturer or supplier name, style name and roll number.

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Each shipping document shall include a notation certifying that the material is in accordance with the manufacturer’s certificate. The protective wrapping shall be maintained during periods of shipment and storage. During storage, HPTRM shall be elevated off the ground and adequately covered to protect them from the following: Site construction damage, extended exposure to ultraviolet (UV) radiation, precipitation, chemicals that are strong acids or strong bases, flames, sparks, temperatures in excess of 71 deg C (160 deg F) and any other environmental condition that might damage the HPTRM.

227.06 QUALITY ASSURANCE SAMPLING, TESTING, AND ACCEPTANCE

Acceptance shall be in accordance with ASTM D 4759 based on testing of either conformance samples obtained using Procedure A of ASTM D 4354, or based on manufacturer’s certifications and testing of quality control samples obtained using Procedure B of ASTM D 4354. Quality Assurance Sampling and Testing shall be waived for ISO 9002 Certified Manufacturing Facilities. Documentation of ISO 9002 Certification shall be provided upon request.

227.07 PRODUCTS

A. Approved Suppliers

1. Propex Operating Company, LLC, Chattanooga, Tennessee 37422 USA, or approved equal. Phone (800) 621-1273 - Fax (423) 899-5005. Joel Eisenman (913) 205-4036, [email protected]

2. Contech Construction Products, Tulsa, Oklahoma 918-504-4236 3. For pre-approval for alternate HPTRM and ARVS suppliers/manufacturers on this project, all

products shall be submitted to the Engineer for review and approval no later than 10 days prior to bid date for pre-approval.

B. Alternative Suppliers

If a system other than the Pyramat® High Performance Turf Reinforcement or ArmorMax® Anchor Reinforced Vegetation Systems are used for construction, the Contractor shall be responsible for providing an engineered solution for slope reinforcement. The following documentation shall be provided by the Contractor to support the slope reinforcement design for the alternative engineered solution:

1. Overall ARVS Design Methodology 2. Input Parameters 3. Calculations / Model Output 4. Anchor Strength 4. Anchor Length 5. Anchor Spacing (X-Plane) & (Y-Plane) 6. Factor of Safety to support the slope reinforcement design

227.08 CONSTRUCTION METHODS

A. Installation

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Install and maintain the high performance turf reinforcement mat in accordance with the manufacturer’s recommendations. The Engineer must approve alternate installation methods prior to execution.

The following installation details are the minimums required. The installation details noted in the

drawings will control the high performance turf reinforcement mat installation.

• Ensure all longitudinal seam overlaps area minimum of 3 inches, and a maximum of 6 inches. • Install initial trench along the crest of the slope as designated in the manufacturer’s

installation drawings. • Anchor the mat in the initial trench and roll the mat down the slope. • Beginning at the top of the slope and working down to the toe, anchor the mat at the

frequency and spacing shown in the manufacturer’s installation drawings. • Install a longitudinal edge trench on the first and the last roll of the project. • Install modified check slots as needed.

B. Ditch and Slope Preparation

Before installing the HPTRM, grade, shape, and finish ditch and slope surfaces so that they are stable,

firm, and free of rocks or obstructions that would puncture the mat or prevent it from directly contacting the ditch and slope surface. Incorporate amendments such as lime, fertilizer, topsoil, and/or wet the soil, if needed.

C. Turf Establishment

Provide and install sod in accordance with Section 230 of the Standard Specifications. After completing the sodding, blend the edges of the sodded areas smoothly into surrounding area.

Eliminate air pockets and ensure a true and even surface. Trim frayed edges. Patch holes and missing corners.

D. Project Acceptance

Repair areas that erode prior to project acceptance at no cost to the Authority, including necessary re-sodding, watering, and repair of the HPTRM.

227.09 METHOD OF MEASUREMENT

The Engineer will measure the area covered by the HPTRM installed in place, not including overlaps between adjacent pieces of mat. Standard HPTRM steel pins (0.2”) up to 24 inches long with 1.5” diameter steel washer shall be incidental to the HPTRM installation.

227.10 BASIS OF PAYMENT Work performed and materials furnished and accepted will be paid for at the contract unit price for: Pay Item: Pay Unit: HIGH PERFOMANCE TURF REINFORCEMENT MAT Square Yard [Square Meter] ANCHORED REINFORCED VEGETATION SYSTEM Square Yard

The Authority will consider the cost of mat fasteners, preparation of the soil base for mat, pinning the HPTRM and construction anchor trenches in the contract unit price of High Performance Turf Reinforcement Mat or Anchored Reinforced Vegetation System.

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CEMENT TREATED BASE ____________________________________________________________________________________________

SP 317 - 1 of 4

OKLAHOMA TURNPIKEAUTHORITY SPECIAL PROVISION

FOR SECTION 317

CEMENT TREATED BASE

CONTRACT NO. JKT-2343A

________________________________

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the Standard Specification for Turnpike Construction, Edition of 2010

(Replace with the following:)

317.1 DESCRIPTION

This work consists of constructing a cement treated base (CTB) using a soil, aggregate, and cement mixture.

317.2 MATERIALS

Provide material in accordance with the following subsections:

Material: Subsection: Portland Cement 701.02 Water 701.04 Fly Ash 702.01 Curing Agents 701.07.C Aggregates 703.02

Provide aggregates that conform to the requirements of Subsection 703.02, except ensure that the

aggregate has an Aggregate Durability Index of at least 30, tested in accordance with AASHTO T 210.

Provide a separator fabric in accordance with Section 712.05, “Geotextiles for Bases,” except ensure the fabric meets the requirements of AASHTO M288, Class 1 and weighs at least 15 oz/yd² [500 g/m²].

317.3 EQUIPMENT

Use equipment for producing and placing the CTB in accordance with Subsection 301.03, “Equipment,” except only use stationary plants and equipment that combines placement and initial compaction.

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SP 317 - 2 of 4


A. Mix Design and Proportioning

Design CTB mixtures in accordance with OHD L-53. Ensure Portland cement is at least 75% of the total cementitious materials in the mix. Submit a CTB mix design to the Engineer at least seven (7) days prior to the beginning of paving.

At a minimum, include the following information with each CTB mix design:

• Project identification • Name and address of the Contractor and producer • A unique mix design name • Aggregate sources • Gradations for each aggregate source. Sieve sizes shall include the 1 ½ in [37.5 mm], 1 in

[25 mm], ½ in [12.5 mm], No. 4 [4.75 mm], No. 40 [150 µm], and the No. 200 [75 µm] • Hydraulic cement type and source • Types of cement replacement, if used, and sources • Types of admixtures and sources, if used • Material proportions • Combined gradation charts • Unit weight • Compressive strength at 7 days

B. Mixing

Handle and measure materials, batching, and mixing in accordance with Subsection 414.04.C,

“Mixing Concrete,” except only use a central mix plant which has been approved by the Engineer.

C. Placement

Before spreading the CTB, moisten the surface of the compacted subgrade unless the subgrade has been primed. Finish and compact the CTB to produce a smooth, dense surface that is free of surface compaction planes, cracks, ridges, or loose material.

Compact the CTB within two (2) hours of adding water to the aggregate and cement. Follow the

recommendations of the mix design. Compact the CTB to at least 95% of the maximum density and test in accordance with OHD L-54. Place the CTB in a single layer. Ensure the compacted thickness is in accordance with the dimensions shown on the plans and in compliance with Subsection 301.04.A, “Tolerances.” After strike off and consolidation, finish the CTB to meet the required elevation and cross section, and to create a smooth surface. Use equipment that automatically controls both grade and line to trim the surface of the CTB.

Keep the CTB surface moist during finishing operations, and until the application of the curing

agent. Apply a curing agent on the finished CTB surface at the rate of at least 1 gal per 150 ft2

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SP 317 - 3 of 4

Use butt or sawed longitudinal construction joints; those between the driving lanes shall match the longitudinal joint of overlying pavement. Place other longitudinal joints within 3 ft [1 m] of the longitudinal joint of the overlying pavement and construct transverse joints as butt joints. Before placing the separator fabric, sweep the CTB surface. Place and secure the separator fabric onto the surface of the CTB in such a manner that the fabric remains free of wrinkles and cracks. Secure the separator fabric with asphalt binder, mechanical fasteners, or other method approved by the Engineer. Overlap the fabric 8 in [20 cm] both longitudinally and transversely.

Limit construction traffic on the CTB to that necessary to apply the separator fabric and overlying

pavement. Do not use the CTB layer as a haul road. Allow only concrete delivery trucks necessary to deposit fresh concrete directly in front of the paver. Place overlying pavement on the base after compressive strengths reach at least 600 psi [4,150 kPa] in accordance with OHD L-54. Repair damage to the CTB at no additional cost to the Authority.

D. Weather Limitations

Do not mix CTB if the aggregate or subgrade is frozen. Mix and place CTB when the ambient air

temperature is at least 40 °F [5 °C] and rising. Protect CTB from freezing for seven (7) days after placement.

E. Tolerances

Finish the CTB in accordance with Subsection 301.04.A, “Tolerances.”

F. Acceptance

The Engineer will base pay adjustments for strength on a lot by lot basis. A lot will normally be

defined as 10,000 yd² [10,000 m2] (four sublots of 2,500 yd² [2,500 m2] each).

The Contractor will be responsible for making test cylinders and determining compressive strength of the CTB in accordance with OHD L-54. At least one cylinder will be made for testing from a random location in each sublot in accordance with OHD L-54. Strength of plant mix CTB shall be between 600 psi [4,150 kPa] and 2,000 psi [13,800 kPa].

The Engineer is responsible for performing compaction tests during placement of the CTB using a

nuclear density gauge in accordance with OHD L-54. At least one (1) test will be performed from a random location in each sublot in accordance with OHD L-54.

The Engineer will reject any load of mixture that is visually unacceptable for reasons of being too

wet, excessively segregated, or otherwise obviously deficient.

Replace rejected CTB at no additional cost to the Authority. When replacing rejected CTB, remove a width of at least one lane and a length of at least 15 ft [4.5 m]. If the removal is within 15 ft [4.5 m] of any transverse joint, remove to the joint. NOT FOR C

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SP 317 - 4 of 4

317.5 METHOD OF MEASUREMENT

The Engineer will measure the surface area of the completed Cement Treated Base placed at the thickness shown on the Plans.

317.6 BASIS OF PAYMENT

The Authority will pay for each pay item at the contract unit price per the specified pay unit as follows:

Pay Item: Pay Unit:

CEMENT TREATED BASE Square Yard [Square Meter]

The Authority will consider the cost of separator fabric and method of fastening to be included in the

contract unit price for Cement Treated Base.

The Authority will utilize Table 317:1 to calculate the strength pay factor for CTB extents with strengths less than or greater than the specified requirements:

Table 317:1

Acceptance Pay Factors Strength Pay Factor < 600 psi Remove & Replace

600 psi - 2,000 psi 1.00 2,000 psi - 4,000 psi 1.00 - ((Actual Strength - 2,000) ÷ 2,000)2

> 4,000 psi Remove & Replace

Multiply the contract price by the Strength Pay Factor for the represented CTB extent. Check any outlying concrete cylinder breaks in accordance with ASTM E 178 Table 1, “Upper 10% Significance Level.”

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WARM MIX ASPHALT ____________________________________________________________________________________________

SP 411.01 - 1 of 1


FOR SECTION 411

WARM MIX ASPHALT

JKT-2343A

These special provisions amend and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. (Add the following): 411.01 DESCRIPTION

Warm Mix Asphalt (WMA) is defined as an asphalt binder and aggregate mixture which, by additive or process, can be produced and placed at a reduced temperature than normal Hot Mix Asphalt (HMA) temperatures. WMA requirements are the same as for HMA except where noted.

411.04 CONSTRUCTION METHODS K. Compaction

(1) General Ensure that the WMA immediately behind the paver is at least 215˚F [102˚C].

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COMPACTION OF HOT MIX ASPHALT ____________________________________________________________________________________________

SP 411.04 - 1 of 1


FOR SECTION 411

COMPACTION OF HOT MIX ASPHALT

JKT-2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010.

(Revise as follows:)


K. Compaction

(2) Acceptance

(a) Layers At Least 1½ in [38 mm] Thick (Replace the first paragraph with the following:)

Ensure the target density of each lot is 94 percent of the Maximum Theoretical Density,

determined by the specific gravity of the HMA in accordance with AASHTO T 209.

(Replace Table 411:2 with the following:)

Table 411:2 Pay Adjustments for Lot Density

Pay Adjustment Factor (PAF) a

% of Maximum Theoretical Density

Average Lot Density (ALD)

> 97.0 Unacceptable b

92.0 – 97.0 1.00 91.0 – 91.9 1.00 - (0.07)(92.0 - ALD) 88.1 – 90.9 0.93 - (0.15)(91.0 - ALD)

< 88.1 Unacceptable b

a Use PAF for Roadway Density in the Combined Pay Factor equation in accordance with Subsection 411.04.N.(2).(a), “Basis of Acceptance and Payment.”

b Unless otherwise directed by the Engineer, remove and replace unacceptable lots at no additional cost to the Authority.

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LONGITUDINAL JOINT DENSITY ON ASPHALT CONCRETE PAVEMENT ____________________________________________________________________________________________

SP 411.04 - 1 of 1


SPECIAL PROVISIONS FOR

SECTION 411 LONGITUDINAL JOINT DENSITY ON ASPHALT CONCRETE

PAVEMENT

JKT-2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the

Standard Specifications for Turnpike Construction, Edition of 2010.


J. Joints (Add the following:)

(1) Longitudinal Joint Density

For each lot, or sublot at locations where roadway density tests are to be taken, perform a joint density evaluation at each pavement edge that is or will become a longitudinal joint. Determine the joint density in accordance with OHD L-14, Appendix B. The joint density is considered failing if the density at the joint is more than 3.0 pcf below the density at the random sample location at the same station and the measured (by core or correlation) joint density is less than 90%.

Investigate joint density failures and take corrective actions during production and placement to

improve the joint density. Suspend production if two (2) consecutive evaluations fail unless otherwise approved. Resume production after the Engineer approves changes to production or placement methods.

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SEALED EXPANSION JOINT ____________________________________________________________________________________________

SP 504 - 1 of 1

OKLAHOMA TURNPIKE AUTHORITY SPECIAL PROVISIONS FOR SECTION 504 (C)

SEALED EXPANSION JOINT

JKT-2343A

This item covers the fabrication, materials, and installation of the Dow Corning / SSI – XJS Expansion Joint System, or an approved equal, to be applied as shown in the plans. Materials and installation shall meet the requirements of the applicable Sections of the Standard Specifications, the Plans, and this Project Special Provision. Product information regarding the XJS Joint System, including equipment and materials needed for the installation of the joint, product data sheets, installation procedures, and material safety data sheets may be obtained from Silicone Specialties Inc. (SSI) by calling 1-800-888-8909 or 918-587-5567. Dimensions and details of the XJS Joint System shall be in accordance with the details shown in the construction plans. Cleaning and installation procedures shall conform to the manufacturer’s recommendations. A representative of the manufacturer shall be present at the start of work to demonstrate proper cleaning and installation procedures. The representative will be provided at no additional cost to the contractor. Pay item: Pay Unit: ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ ( C ) EXPANSION JOINTS LF Such payment shall be full compensation for furnishing all materials, equipment, labor and incidentals necessary to supply and install the joint, complete-in-place.

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BEARING ASSEMBLIES ______________________________________________________________________________________

SP 507 - 1 of 2


FOR SECTION 507

BEARING ASSEMBLIES

JKT-2343A These special provisions amend and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 507.02 BEARING ASSEMBLIES (Replace with the following :)

A. General

Provide materials in accordance with the following section and subsections:

Material: Section or Subsection: Welding of Weathering Steel 724.03 Stainless Steel Bearing Assemblies 724.05.A Welding of Stainless Steel 724.05.A Weathering Steel Bearing Assemblies 724.05.B Elastomeric Bearing Pads 733.06

B. Steel Laminates

Provide steel laminates in accordance with AASHTO M 270 Grade 36 or ASTM A 1011 Grade 40. C. Stainless Steel

Provide stainless steel for Stainless Steel Bearing Assemblies in accordance with Subsection 724.05.A, “Stainless Steel Bearing Assemblies,” for bearing plates and bearing assemblies, including anchor bolts, nuts, washers, contact plates, and contact angles. D. Weathering Steel

Provide weathering steel for Weathering Steel Bearing Assemblies in accordance with Subsection 724.05.B, “Weathering Steel Bearing Assemblies,” for bearing plates and bearing assemblies, including anchor bolts, nuts, washers, contact plates, and contact angles.

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BEARING ASSEMBLIES ______________________________________________________________________________________

SP 507 - 2 of 2

507.06 BASIS OF PAYMENT (Replace with the following)

The Authority will pay for each pay item at the contract unit price per the specified pay unit as follows:

Pay Item: Pay Unit: (A) STAINLESS STEEL FIXED BEARING ASSEMBLY Each (A) WEATHERING STEEL FIXED BEARING ASSEMBLY Each (B) STAINLESS STEEL EXPANSION BEARING ASSEMBLY Each (B) WEATHERING STEEL EXPANSION BEARING ASSEMBLY Each (C) ELASTOMERIC BEARING PADS Each

The Authority considers the cost of anchor bolts, bearing plates, contact plates, nuts, contact angles, plain or laminated elastomeric bearing pads, and welding to be included in the contract unit price for Fixed Bearing Assemblies and Expansion Bearing Assemblies.

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SPECIAL CONCRETE FINISH ____________________________________________________________________________________________

SP 509 - 1 of 1


FOR SECTION 509

(PL) SPECIAL CONCRETE FINISH

JKT-2343A

This item covers the requirements for the application of Surface Concrete Finish, CIM 1000, to the surfaces of the abutments and piers according to the notes and details shown on the plans, the requirements of the applicable Sections of the Standard Specifications and this Special Provision. The Special Concrete Finish shall be a liquid applied urethane coating, CIM 1000 (Commercial Industrial Membrane), as manufactured by CIM Industries, Inc. or an approved equal. Materials and product information can be obtained from Laster Castor Corp. of Tulsa, Oklahoma, phone number 918-234-7777. The equipment and methods of applying the urethane coating (CIM 1000) shall be in accordance with the product coating profile and instruction guides for application to concrete. Precautionary measures shall be in accordance with the Material Safety Data Sheets as provided by CIM Industries, Inc. The coating shall be 60 mils dry thickness and 68 mils wet thickness. In addition to applying the coating to the concrete substructure units as shown in the plans, the coating shall return up the vertical surfaces of the pier and abutment bearing pads to provide a water tight seal with the concrete pedestals. The returns should only extend the height of the pads. Surface preparations and product mixing shall be per the manufacturer’s recommendations and all new concrete shall have a minimum strength of 3000 psi at the time of application. Primer shall be applied to the concrete surfaces prior to applying the coating. All concrete work shall be completed prior to the application of the Special Concrete Finish. Water repellent will not be required on surfaces that are coated with CIM 1000. Pay Item: Pay Unit: ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ 509 (PL) SPECIAL CONCRETE FINISH SQ. YD. _______________________________________________________________________________ Such payment shall be full compensation for furnishing all materials, equipment, labor and incidentals necessary to supply and install the item, complete-in-place.

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DRILLED SHAFT FOUNDATIONS

SP 516 - 1 of 19


FOR SECTION 516


JKT-2343A

These Special Provisions revise, amend and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition 2010.

( Replace with the Following : )

516.01 DESCRIPTION This work consists of constructing drilled shafts and providing and placing reinforcing steel, concrete and procedures for integrity testing of drilled shafts including remedial actions.

516.02 MATERIALS A. General

Use materials in accordance with the following sections:

Material: Section: Structural Concrete 509 Reinforcing Steel for Structures 511

B. Concrete Provide and modify Class AA concrete as follows:

• Limit the maximum aggregate size to ¾ in [19 mm], • Ensure that water/cement ratio is 0.44 or lower, • Use a high range water reducing admixture to achieve 6 in to 8 in [150 mm to 200 mm]

of slump at the placement start. Ensure at least 4 in [100 mm] of slump exists at the completion of placement and casing or reinforcement alignment,

• Maintain the concrete temperature below 85 °F [30 °C] during placement. • For concrete placed under water or slurry, use cementitious material such as slag or fly

ash (not cement) to increase the minimum cementitious content 10%, and • Submit optional anti-washout additives to the Engineer for approval.

C. Casings For exterior casings, provide smooth, clean, watertight, steel casings that can withstand

handling, driving, driving stresses, and pressures from the concrete and surrounding earth. Provide permanent casing with the dimensions specified by the American Pipe Institute

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SP 516 - 2 of 19

tolerances for regular steel pipe. If only a single casing is used in a shaft, the casing is considered an exterior casing.

For permanent exterior casings, use steel in accordance with AASHTO M 270 Grade 36 (ASTM A709M Grade 250), unless otherwise specified by the Contract. Weld permanent exterior casings in accordance with Section 506, “Structural Steel.” The Authority defines permanent exterior casing diameters shown on the Plans as outside diameters.

When the Contract requires permanent exterior casings, or if the contractor elects to provide a permanent exterior casing, ensure that a Registered Professional Engineer in the State of Oklahoma stamps and designs the design and calculations for these casings. Submit permanent casings and design calculations to the Engineer. Provide casing thicknesses not less than Shown in Table 516:1.

Table 516:1 Minimum Permanent Casing Wall Thickness

<48” [<1220 mm] 0.375”[10 mm]

48”-78” [1220 mm – 1980 mm] 0.500”[13 mm]

>78” [<1980 mm] 0.625”[16 mm]

For permanent interior casings, use round corrugated galvanized steel pipe with 3 in × 1 in [75 mm × 25 mm] corrugations in accordance with AASHTO M 36. Ensure the pipe gauge stays round and can withstand the concrete pressure.

516.04 CONSTRUCTION METHODS A. Plan for Drilled Shaft Installation

Use personnel experienced in constructing drilled shafts.

Submit an installation plan or work plan for approval to the Engineer that includes the following details before constructing drilled shafts:

• List of personnel experienced in constructing drilled shafts including resumes of project experiences and documentation that verifies the information;

• Concrete mix design including results of concrete trial mix and tests for slump loss over time. Include procedures for introducing admixtures during mixing operations including set retarders;

• List of proposed equipment to be used, including cranes, drills, augers, bailing buckets, final cleaning equipment slurry pumps, core sampling equipment, tremies, and concrete pumps;

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• List types of casings to be used by the contractor in accordance with Subsection 516.02.C, “Casings.” Include diameters and thicknesses for all permanent, temporary, and surface casings;

• Details of shaft excavation methods and procedures for maintaining horizontal and vertical alignment of the excavation;

• When the slurry method is used, include details of the methods to mix, circulate, desand, and dispose of the slurry;

• Details of methods to clean the shaft excavation, including the method to clean the bottom of the hole;

• Use or disposal of the excavated materials; • Placement of reinforcing steel including support and centering methods required to

minimize lateral movement of the steel cage including bolsters and the type of spacers: plastic rollers, concrete rollers, or sleds (when permitted). Provide any required material documentation for bolsters and spacers;

• Concrete placement, including proposed operational procedures for tremie and pumping methods. Include procedure that will be used to verify the outlet end is at least 10 ft (3 m) into the fluid concrete.

• Type and method of shaft inspection devices (SID) to be used; and • The format of the video that will be provided to the Engineer, and method of

delivery.

Revise and resubmit the installation plan if it does not produce Contract required results. Submit requests for changing the top of shaft elevations with the installation plan.

B. Trial Drilled Shafts If the Contract requires trial drilled shafts, construct them adjacent to the permanent shafts

before constructing the permanent drilled shafts. Demonstrate that the methods and equipment can construct the Contract required drilled shafts. Include reinforcement and CSL tubes for the most heavily reinforced drilled shafts as noted in the plans.

Construct the trial shaft to the size and tip elevation of the deepest shaft shown on the Plans. To monitor excavation stability and groundwater seepage, leave completed excavation open for at least 4 hours before placement of concrete. Clean the excavation and fill the hole completely with mix design concrete. Remove the concrete 2 ft [0.6 m] below the finished grade. Perform all nondestructive testing including CSL testing as shown on the plans or as directed by the Engineer.

If the Engineer determines that trial drilled shaft is unsatisfactory based on results of CSL other nondestructive testing, and/or coring, modify and resubmit the installation plan and drill a new trial shaft. The Engineer will not allow changes to the installation plan without resubmission.

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C. Drilled Shafts (1) Hole Excavation

Excavate holes in accordance with the installation plan. Before drilling, excavate for structure footings supported on drilled shafts and construct embankments and fills.

Place the drilled shaft horizontally at the top of the shaft elevation within 3 in [75 mm] of the position shown on the Plans. Ensure the vertical shaft alignment does not vary by more than 1 percent of shaft depth.

Use excavation equipment and methods that provide a shaft bottom normal to the axis of the shaft within 5 percent of the shaft diameter. Measurement of the shaft bottom tolerance will be left to the discretion of the Engineer. Use excavation equipment that provides a drilled shaft diameter larger than or equal to the plan diameter minus 1 in [25 mm].

Excavate below the elevation shown on the Plans if the load bearing material does not satisfy Plan requirements. Take soil samples or rock cores as shown on the Plans to determine the character of the material directly below the shaft excavation. Immediately notify the Engineer of deviations in subsurface conditions that may change the shaft depth.

Check dimensions and alignment of shaft excavations in the presence of the Engineer. The Engineer will measure final shaft depth after final cleaning. If the sidewall of the hole softens due to excavation methods, swells due to delays in concreting, or degrades due to slurry cake buildup, over-ream the sidewall from ½ in to 3 in [12 mm to 75 mm] to sound material. When a shaft constructed using the mineral slurry technique sets more than 4 hours without agitation, ream the shaft to remove the cake build up.

Immediately before placing the reinforcing steel cage or concrete, clean the hole so 50 percent of each hole bottom has less than ½ in [12 mm] of sediment. Ensure the remaining 50 percent of the hole has no greater than 1½ in [38 mm] of sediment or debris. For dry holes, reduce the water depth to 6 in [150 mm] or less before placing concrete.

Verify that the shaft bottom has been adequately cleaned using a Shaft Inspection Device (SID). Use SID’s with a high-resolution camera mounted in a watertight chamber and fitted with a depth gauge(s) to indicate the thickness of the debris on the shaft bottom. Furnish all equipment necessary to conduct the SID inspection. Provide nitrogen gas or other means to pump the water out of the interior of the chamber such that the bottom of the shaft is visible. Do a minimum of five (5) drops as follows: north, south, east, west, and center (see Attachment 516:1). Operate the SID camera and supporting equipment under the direction of the Engineer in such a manner as to obtain optimum clarity from the equipment. Use television cameras and lighting equipment capable of operating in dry or submerged conditions encountered during the inspection. Record the observations for the shaft bottom on a DVD or flash drive in.mov, .avi or other acceptable electronic format specified by the Engineer to become the property of the Authority upon completion of the project. Store DVD’s or flash drives in proper containers with dust tight closures. Label DVD’s or flash drives as to shaft number, project number, contract number, and contractor name. Furnish DVD’s or flash drives to the Engineer upon completion of the SID inspection. Continue cleaning until the Engineer is satisfied that the hole bottom is adequately cleaned and the excavation is approved.

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Use at least one of the following methods for excavation:

(a) Dry Method Use the dry construction method at sites where the Engineer can visually inspect the

shaft before concrete placement. For the dry method:

Drill the shaft, Remove accumulated water, Remove loose material from the excavation, Place the reinforcing cage, and Concrete the shaft in dry conditions.

If caving, sloughing, or swelling conditions exist or if depth of groundwater seepage exceeds 6 in [150 mm] within one-half hour after pumping is stopped, discontinue the dry construction method and use an alternative method approved by the Engineer.

(b) Wet Method Use the wet construction method or a casing construction method for shafts that do

not meet the requirements for dry construction. For the wet method, use water or slurry with the proper hydraulic head to maintain the stability of the hole while advancing the excavation to final depth, placing the reinforcing cage, and concreting the shaft. The wet method involves the following work:

De-sanding and cleaning the slurry, Final cleaning of the excavation, Placing the shaft concrete with a watertight tremie or pumping concrete into a

watertight tremie beginning at the shaft bottom, Providing temporary surface casings to aid shaft alignment and positioning, and Providing temporary surface casings to prevent sloughing of the top of the shaft

excavation. Refer to Subsection 516.04.C.(2) “Slurry,” for slurry requirements.

(c) Casing Methods 1) General

The Authority will not allow casing to the bottom of the shaft. Discontinue the casing at the top of the founding stratum as shown on the Plans. Excavate below the casing using the dry or wet method. To provide design frictional load capacity, excavate into the founding stratum to the deepest length or depth shown on the Plans. Install casing in accordance with Subsection 516.04.C.3, “Exterior Casings.” Do not use the double casing method when a rock socket is not present.

2) Temporary Casing Method If unable to use the dry or wet methods, use the temporary casing construction method. For temporary casing: Use the wet method to advance the excavation through caving material into

an impervious formation and set the temporary casing or use a vibratory NOT FOR C

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hammer to drive the casing into the impervious formation prior to excavation,

Complete excavation and seat the casing into rock by twisting the casing, Place the reinforcing cage, and Concrete the shaft while removing the casing.

3) Permanent Casing Method Use the permanent casing construction method if shown on the Plans or where

drilled shafts are in open water. For the permanent casing method, advance the excavation through caving material by driving or drilling a permanent casing to the Contract required depth or into a nearly impervious formation, whichever is deepest. Excavate to final depth, or into a nearly imperious formation, whichever is deepest. Place the reinforcing cage, and concrete the shaft. If full penetration cannot be attained during casing installation, excavate within the embedded portion of the casing. Drill a pilot hole if necessary. Ensure continuous casing from the top of the shaft to the elevation shown on the Plans. If the drilled shafts are in open water, extend casings from above the water elevation into the ground to protect the shaft concrete from the water during concrete placement and curing.

4) Double Casing Method Use the double casing construction method if the Contract requires or, as an

alternative for the temporary casing method, in the presence of severe groundwater or unstable soil conditions. Make the temporary exterior casing larger than the Contract required shaft diameter and set a permanent interior casing into the top of the founding stratum after excavation completion.

Supply the interior casing with a permanent inner diameter equal to the shaft diameter shown on the Plans. Use a temporary exterior casing with an inner diameter at least 6 in [150 mm] larger than the interior casing, but not more than 12 in [300 mm] larger. After placing the exterior casing, complete the excavation as shown on the Plans. Set the interior casing into the top of the founding stratum and brace it at the top. Remove the temporary casing after filling the interior casing with concrete. Add concrete to maintain top of shaft elevation during removal. After the concrete initially sets, do not adjust the interior casing position.

(d) Obstructions The Authority defines an obstruction as unexpected manmade materials through

which excavation cannot advance. The Authority does not consider removal of tools lost in the excavation, obstructions. Removal of naturally-occurring material, regardless of difficulty or removal method, is not considered an obstruction.

Remove obstructions encountered during excavation. Notify the Engineer, in advance, of the proposed obstruction removal method. Include a cost estimate for excess costs in accordance with Subsection 104.03, “Differing Site Conditions,” for obstruction removal compensation.

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(2) Slurry Before introducing it into the shaft, hydrate the slurry by premixing the material with

fresh water in accordance with the slurry manufacturer’s instructions. Provide slurry tanks with the capacity for slurry circulation, storage, and treatment. The Authority will not allow the use of excavated slurry pits. Use either mineral (bentonite or attapulgite) or polymer slurry.

Provide de-sanding equipment to limit slurry sand content at any point in the bore hole. Ensure slurry sand content is less than 4 percent by volume for mineral slurry, and less than 1 percent for polymer slurry. The Engineer does not require de-sanding to set temporary casings.

During drilling, maintain a slurry surface in the shaft at least 5 ft [1.5 m] above the highest expected water table elevation or piezometric head and at a level that prevents the hole from caving.

When there is a sudden loss of slurry from the hole, stop drilling and take corrective action to prevent slurry loss. If the slurry construction method fails to produce the Contract required results, stop and use an alternative method approved by the Engineer.

When the excavation reaches the elevation shown on the Plans and clean, allow at least 30 min for polymer slurry to stand undisturbed. Clean the excavation base with a submersible pump or air lift.

Maintain the density, viscosity, and pH of the slurry during shaft excavation in accordance with Table 516:2, “Acceptable Range of Mineral Slurry” for mineral slurry and Table 516:3, “Acceptable Range of Polymer Slurry” for polymer slurry.

Table 516:2 Acceptable Range of Mineral Slurry

Property, Method At the time of slurry introduction

In hole at time of concreting

Density, a Density Balance (lb/ft³ [kg/m³])

64.3 – 69.1 [1,030 – 1,107]

64.3 – 75.0 [1,030 – 1,200]

Viscosity, Marsh Cone (s/qt [s/L])

28 – 45 [30 – 48]

28 – 45 [30 – 48]

pH, pH paper or meter 8 – 11 8 – 11

Note: Perform tests when slurry temperatures are above 40 °F [4 °C]. a Density values are for fresh water. Increase density values 2.0 lb/ft³ [32 kg/m³] for salt water.

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Table 516:3 Acceptable Range of Polymer Slurry

Property, Method At the time of slurry introduction

In hole at time of concreting

Density, a Density Balance (lb/ft³ [kg/m³])

62.4 – 63.0 [1,000 – 1,010]

62.4 – 63.5 [1,000 – 1,017]

Viscosity, Marsh Cone (s/qt [s/L]) 30 – 40 [32 – 42]

30 – 40 [32 – 42]

pH, pH paper or meter 9 – 11 9 – 11 Note: Perform tests when slurry temperatures are above 40 °F [4 °C]. a Density values are for fresh water. Increase density values 2.0 lb/ft³ [32 kg/m³] for salt water

Take slurry samples using an Engineer approved sampling tool. Extract slurry samples from the base of the shaft and from 10 ft [3 m] above the shaft base. Perform four sets of tests during the first 8 hr of slurry use. When the results are acceptable and consistent, perform one test set for every 4 hr of slurry use.

Make corrections if the test results indicate unacceptable slurry samples. Place concrete when the resampling and retesting indicate acceptable values.

Provide test report to the Engineer, signed by an authorized technical representative, after completion of each drilled shaft.

Dispose of slurry at approved locations.

(3) Exterior Casings Ensure casings produce a positive seal that prevents water or other material from piping

into or out of the hole. If substituting a casing with a longer or larger diameter casing through caving soils, stabilize the excavation with slurry or backfill before installing the new casing.

Consider subsurface exterior casings as temporary unless designated in the Contract as permanent casing. Remove temporary casing before completing placement of concrete in cased drilled shaft. While removing casing from the hole, maintain at least 5 ft [1.5 m] of fresh concrete in the casing above the surrounding level of water or slurry. Ensure the excess concrete within the casing displaces fluid trapped behind the casing upward and discharges it at the ground surface without contaminating or displacing the shaft concrete.

The Authority defines defects in the drilled shaft as temporary casings that are bound or fouled during shaft construction and cannot be practically removed, as determined by the Engineer.

Extend casings above the surface to keep the excavation clean through concrete placement. Cut the casing off of permanent casings at the elevation shown on the Plans and leave in place after concrete placement.

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(4) Reinforcing Steel Cages for Drilled Shafts (a) General

When tying the drilled shaft cage, support the reinforcing steel off the ground. Protect epoxy coated reinforcing steel from exposure to the sun and ensure that the surface of the bars is free of excessive rust, soil, oil and as specified in Subsection 511.04. Place the reinforcing steel cage as a unit only after the shaft excavation is approved by the Engineer and before concrete placement. Tie reinforcing steel lap splices together using wire. .

Tie and support the reinforcing steel to keep it within the Contract required tolerances. Tie spacing devices at least at fifth points around the cage perimeter or one per 12 in [300 mm] of shaft diameter. Provide spacers at intervals no greater than 10 ft [3 m] along the length of the cage. Place spacers within 18 in [450 mm] of the top and bottom of the shaft. Use concrete spacers that equal the shaft concrete in quality and durability. Concrete sleds are acceptable in lieu of the rollers but only when casing is used down to the rock line.

Alternate reinforced or non-reinforced virgin plastic spacers may be used provided the plastic spacers meet the following requirements:

• Use spacers of adequate strength to withstand a 300 lb [1,335 N] concentrated load without permanent deformation or breakage.

• Limit deformation under 300 lb [1,335 N] load to a maximum of 5% of the support height.

• Use spacers able to meet the concentrated load requirement within a working temperature range of 20 to 150˚F [-7 to 65˚C], and have a maximum water absorption rate of 0.5% as per ASTM D 570.

• Provide reinforced or non-reinforced virgin plastic when tested in accordance with ASTM D 695 having a compressive strength greater than 4,000 psi at 1% deformation based on a 2”x2”x2” cubic test specimen.

Protect plastic spacers from exposure to sunlight until placed in the reinforcing steel cage. Remove and replace any broken, cracked or damaged spacers.

Temporarily strengthen the reinforcing steel cage to resist the lifting forces when the

cage is lifted from a horizontal position to a vertical position. Use multiple pick-up points, strongbacks, slings or other means to support the reinforcing cage while it is being lifted. If there is evidence of excessive bending of the steel cage and/or if slippage of the spiral or tie bars occurs, repair or replace the reinforcing steel cage as needed.

During concrete placement, provide positive support from the top for the reinforcing steel cage. Support the cage concentrically to prevent racking and distortion. Maintain the top of the reinforcing steel cage no greater than 6 in [150 mm] above and no greater than 3 in [75 mm] below the Contract required position. Make corrections if the reinforcing steel cage is not maintained in that position. Do not construct additional shafts until the method of reinforcing steel cage support has been approved by the

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Engineer. Alternately, support the bottom of the reinforcing steel cage using footing attachments consisting of concrete, mortar, or plastic bolsters as approved by the Engineer. Use bolsters capable of supporting a 1,000 pound [4,450 N] load without breakage. Do not use bolsters which will extend above the bottom of the reinforcing steel as it may interfere with the CSL testing.

Provide additional reinforcing steel if conditions require shafts longer than shown on the Plans.

(b) Access Tubes for Crosshole Sonic Logging Provide Crosshole Sonic Logging (CSL) testing access tubes for drilled shafts. Use

access tubes with 2 in [50 mm] inner diameters that are made of Schedule 40 steel pipe. Provide tubes, including pipe joints, with a round, regular internal diameter that allows a 1.3 in [33 mm] diameter source and receiver probes to pass unobstructed. Make the tubes and joints watertight and corrosion free, with clean surfaces that allow a good bond between the concrete and the tubes.

Install access tubes to the full depth of each shaft for CSL testing equipment. Unless otherwise required by the Contract, install the number of access tubes in each drill shaft in accordance with Table 516:4, “Minimum Number of Access Tubes per Drilled Shaft.”

Table 516: 4 Minimum Number of Access Tubes per Drilled Shaft

Planned Shaft Diameter, ft [m] Minimum Number of Access Tubes D≤3.0 [D≤0.9] 3

3.0 < D ≤ 4.0 [9.0 < D ≤ 1.2] 4 4.0 < D ≤ 5.0 [1.2 < D ≤ 1.5] 5 5.0 < D ≤ 6.0 [1.5 < D ≤ 1.8] 6 6.0 < D ≤ 8.0 [1.8 < D ≤ 2.4] 7

8.0 < D ≤ 10.0 [2.4 < D ≤ 3.0] 8 10.0 < D ≤ 12.0 [3.0 < D ≤ 3.7] 9

Fit tubes with a watertight shoe on the bottom and a removable cap on the top. Attach the tubes to the interior of the reinforcement cage in a regular, symmetric pattern, equally spaced around the perimeter of the cage. Install the tubes parallel to each other and vertical. Start the tubes from the shaft bottom and end at least 3 ft [0.9 m] above the ground, water surface, or both.

Avoid damaging the tubes during reinforcement installation operations in the drilled shaft hole. Before concrete placement, fill the access tubes with clean water and cap the tube tops. Ensure that the access tubes remain full of water until CSL testing is complete. When temperatures below freezing are anticipated, protect the access tubes against freezing by wrapping the exposed tubes with insulating material, adding NOT FOR C

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antifreeze to the water in the tubes, or other methods as approved by the Engineer. After concrete placement, avoid breaking the bond between the access tubes and the concrete.

(5) Concrete for Drilled Shafts In the presence of the Engineer and immediately prior to concrete placement, inspect

the hole for caving material falling from the sides or a change in the water elevation. Unless otherwise approved by the Engineer, place drilled shaft concrete within two hours after excavation for the shaft has been approved and the reinforcing cage has been placed. If the concrete placement is delayed or if the hole has become contaminated, remove the cage and verify the integrity of the excavated area, and ensure loose material is removed from the bottom of the hole in accordance with 516.04C(1) Hole Excavation before resetting the reinforcing steel cage. Complete concreting in a shaft and remove the temporary casing within 2 hr of beginning concrete placement. The Authority will not allow retempering concrete that has developed an initial set.

When the wet method is used and prior to placing concrete, ensure that the static water or slurry level is properly maintained in the excavation.

Using a watertight tremie, place concrete in one continuous operation from the bottom to the top of the shaft. Place concrete until acceptable quality concrete reaches the top of the shaft. For a dry shaft, overflow the top with at least 1 ft [300 mm] of concrete. For a wet shaft, overflow the top with at least 5 ft [1.5 m] of concrete. Continue overflow of concrete in shafts until uncontaminated concrete is evident. Before initial concrete sets, consolidate the top 10 ft [3 m] of the shaft using Engineer approved vibratory equipment. Finish the top of the shaft from 3 in [75 mm] lower to 1 in [25 mm] higher than the elevation shown on the Plans. In wet holes, consolidate after removing water above the concrete surface.

Place the discharge end of the watertight tremie at one tremie diameter above the shaft base elevation. Keep the discharge end immersed at least 10 ft [3m] below the surface of the fluid concrete except when concrete is initially placed. Maintain a positive head of concrete in the tremie during concrete placement. If the discharge end is removed from the fluid concrete column during the concrete placement and concrete is discharged above the rising concrete surface into displaced water, remove the reinforcing cage and concrete, complete sidewall removal as directed by the Engineer, and reconstruct the shaft.

If the top of the shaft is above ground, form the shaft from the top to at least 2 ft [0.6 m] below finished ground. If the top of the shaft is below ground, use a temporary oversize surface casing to control material caving into the freshly placed concrete.

The Engineer will sample concrete for acceptance at the point of discharge into the tremie or concrete pump hopper. Cure exposed concrete surfaces in accordance with Section 509, “Structural Concrete.”

During concrete placement and curing, ensure that the concrete temperature does not exceed 150 °F [65 °C]. When drilled shaft diameter exceeds 6 ft [1,830 mm], use recording thermometers, maturity meters, or other means as directed by the Engineer to

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monitor temperatures inside the drilled shaft. Ensure that the temperature difference between the core of the shaft and the outer edges does not exceed 36 °F [20 °C]. When drilled shaft concrete temperatures exceed 150 °F [65 °C] or when the temperature difference between the core and the outer edges exceed 36 °F [20 °C], reject the shaft.

Record and document the volume of concrete used in each drilled shaft and provide this information to the Engineer.

(a) Tremies The Authority defines tremies as tubes that discharge concrete at the shaft base. Use

watertight tremies to place concrete in wet or dry holes. Ensure the bottom of the tremie can be sealed and charged with concrete in the dry, and then opened in place at the bottom of the shaft. The Authority will not allow the use of tremies containing aluminum parts that will come in contact with concrete. Ensure that the tremie can be lowered rapidly to retard or stop the flow of concrete. In order to ensure tremie is lowered to the proper depth, mark tremie prior to lowering.

Provide a watertight tremie with an inner diameter from 10 in to 14 in [254 mm to 350 mm], clean and smooth surfaces, and a wall that prevents crimping or sharp bends. Fit the top with a hopper. Ensure that the joints are water tight. Construct the discharge end of the tremie to allow free radial concrete flow during placement.

(b) Concrete Pumps Pump concrete into a watertight tremie as specified above. Pump concrete in one

continuous operation from bottom to the top of the shaft. For wet holes, use a device at the end of the discharge tremie to seal out water while the tremie fills with concrete. If a plug is used, remove it from the hole. Alternatively, use a plug of Engineer approved material that will prevent a defect in the shaft.

(6) Application of Construction Loads If the Contract requires Integrity Testing, the shaft must pass Integrity Testing before

application of any loads or proceeding with the construction of the pier. If the Contract does not require Integrity Testing or the Integrity Testing passes the tests, wait a minimum of 24 hours and meet the requirements of 509.04C.(2)(b) before application of construction loads. Determine strengths from test cylinders cured at the work site under similar environmental conditions in accordance with Section 701, “Portland Cement Concrete.”

(7) Integrity Testing of Drilled Shafts (a) General

Perform CSL testing on the first production shaft of each diameter specified in the plans. No additional shafts may be placed until: NOT FOR C

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• The Contractor demonstrates that the drilled shafts can be constructed in accordance with the Contractor’s drilled shaft installation plan, and to the satisfaction of the Engineer, and

• An integrity testing consultant, provided by the Contractor and registered in the State of Oklahoma, has provided the analysis of the tests results, including their recommendation to the Engineer.

If the Engineer concurs with the Consultant’s recommendation for acceptance, then construction may continue on the remaining shafts using the same construction methods which were used to produce the tested shaft. Construct all subsequent shafts with CSL tubes for the purposes of additional testing.

Provided that all procedures are followed and repeated from the tested shaft, perform additional CSL testing on every sixth drilled shaft. OTA may require testing, at no additional cost to the Authority, on any subsequent shaft not constructed in the same manner as the tested shaft, or where a construction incident occurs which could compromise the shaft’s integrity. If defects are discovered, but the Engineer determines that the defects are structurally adequate, the Engineer may accept the shaft in accordance with Subsection 105.03 of the Standard Specification. Otherwise, repair defective shafts in accordance with Subsection 516.04.C.(8).

Except for the initial shaft, CSL testing is not required on any shaft constructed using the dry method.

(b) PIT (Pile Integrity Testing - Pulse Echo) Provide Pile Integrity Testing (PIT) only when no other means of testing is readily available and when CSL tubes are not provided. When the Engineer does approve PIT testing, test in accordance with ASTM D5882 and as specified below. After placing concrete in a drilled shaft, wait a minimum of 7 days or ensure the drilled shaft concrete obtains 75% of its design strength prior to the start of the test. Limit PIT to drilled shafts having L/D ratio ≤ 30, where L is the length of the drilled shaft and D is the diameter of the drilled shaft. The Engineer will reject the shaft when PIT testing shows voids or discontinuities.

(c) Crosshole Sonic Logging (CSL) 1) General Provide Crosshole Sonic Logging (CSL) in accordance with ASTM D6760 and as specified in the contract or as required by the Engineer. Wait a minimum of three (3) days or four (4) days if retarders are used before starting CSL testing. Provide the Engineer a minimum of three (3) days notice prior to starting the testing.

2) CSL Test Equipment Use CSL test equipment that can perform the following functions:

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• record CSL data, • analyze receiver responses, • print logs, • test in 2 in [50 mm] inside diameter (ID) access tubes, • generate an ultrasonic voltage pulse to excite the source with a synchronized

triggering system to start the recording system, • measure and record the depths of probes as the time signals are recorded, and • filter and amplify signals

3) CSL Logging Procedure

Inspect CSL tubes to ensure that probes will freely pass through the entire tube length. Replace tubes with cored holes that restrict the passage of the probes at no expense to the Authority. To ensure that cored holes do not damage the reinforcing steel cage, locate cored holes approximately 6" inside the cage. Should the cored holes encounter any voids, poor quality concrete, or any other findings; document the finding and elevations and make this information available to the Engineer.

Test all possible combinations of perimeter tube pairs and diagonal tube

pairs. Perform CSL tests with the source and receiver probes in the same horizontal plane. Make CSL measurements at depth intervals of 2 in [50 mm]. Pull the probes, starting from the bottom of the tubes, over a depth-measuring device. Remove slack from the cables before pulling to provide accurate depth measurements. Report indicated defects to the Engineer and conduct further tests to evaluate the extent of the defects.

4) CSL Testing Results

In the final report, include the CSL logs with analyses of the initial pulse arrival time versus depth and pulse energy (or amplitude) versus depth. Present a CSL log for each tube pair tested with significant anomalies and/or defects indicated on the logs and discussed in the test report. Unless otherwise specified by the Engineer, accept test results in accordance with Table 516:5. Include the following in the report:

$ a summary of the test results that covers drilled shaft identification, $ test date $ shaft age at time of CSL testing, $ drilled shaft diameter, $ number of CSL tubes tested, $ test length, $ average compression velocity, and $ waterfall” diagram plotted as a function of time versus depth

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In the report include the following items for any significant anomalies and/or defect descriptions • the CSL tube number or tube combinations, • depth below concrete top, • percent concrete wave velocity reduction, and • description of anomalies and/or defects.

The Engineer will evaluate the CSL test results and determine the acceptability

of the drilled shaft construction in accordance with Table 516:5, “Acceptance of Drilled Shafts.”

Table 516:5 Acceptance of Drilled Shafts

Concrete Condition Rating

Rating Symbol Velocity Reduction Results

Good G 0 to 10% Acceptable Concrete

Questionable Q 10 to < 20% Minor concrete contamination

Poor P/D > 20% Unacceptable

Water W V = 4760 to 5005 ft/sec [1,450 to 1,525 m/sec]

Water or water with gravel,

Unacceptable

No Signal NS No signal received *Soil intrusion or tube debonding

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*Additional testing is required to determine cause for no signal, soil intrusion into the drilled shaft is unacceptable, debonding leads to false readings.

Note: Velocity Reduction (VR) is defined as VR = [1-V/13,000]100% where V is the theoretical compressional wave velocity in concrete measured in ft/sec refer to Publication No. FHWA-NHI-10-016 equation 20-4.

5) Abandoning CSL Access Tubes

After completing CSL testing and obtaining the Engineer’s approval to continue construction above the shafts, dewater the tubes and use portland cement grout to fill the access tubes in the drilled shafts. Submit the grout mix design and grouting method for the Engineer’s approval. Saw cut the top of the CSL tubes even with the top of the drilled shaft.

(d) Core Drilling of Drilled Shaft Concrete

If nondestructive testing indicates voids or discontinuities, or if there are other concerns about a drilled shaft, the Engineer may require full depth coring to determine the soundness of a drilled shaft using continuous coring with an “NW” size core barrel in accordance with ASTM D2113. The Engineer will specify the number, depth, and location of cores.

Submit the methods and equipment for coring and grouting to the Engineer for approval before coring. Place the cores in a commercially available core box and mark the shaft depth at each core recovery interval. Submit the cores and a log for recovered cores.

When the Engineer determines that the quality of the concrete in the shaft, represented by the core samples, is acceptable, construction may proceed. The drilled shaft will be considered defective if the Engineer determines that the quality of the concrete in the core is unacceptable.

(8) Defective Shafts If the Engineer determines a drilled shaft to be potentially defective based on CSL

test results, construction inspection records, and/or structural evaluation, the Contractor may do additional testing and/or investigations. The additional testing may include, but is not limited to crosshole tomography imaging using vertically offset crosshole sonic measurements and recordings to evaluate the extent of anomalous zones, gamma-gamma testing to evaluate differences in relative density surrounding suspected tube debonding,

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SP 516 - 17 of 19

secondary CSL testing 7 to 10 days after the initial test to investigate for improved concrete condition due to delayed curing, or continuous coring of the drilled shaft. All test procedures must be accepted and approved by the Engineer. Regardless of the test results, all additional integrity testing will be done at the Contractor’s expense and in accordance with the procedure noted above. No allowance for an increase in contract time or extension of the contract completion date will be made.

Submit a plan for further investigation or remedial action to the Engineer for approval. Provide written procedures or drawings as appropriate to the Engineer for approval showing any modifications to shaft dimensions, plans for remedial actions of the shafts, or proposed testing. When the anomalous zone is near the surface, repair plan may show the mechanical removal and replacement of the concrete. Straddle shafts must be designed by a Professional Engineer registered in Oklahoma and reviewed by the Engineer. Provide qualifications for subcontractors doing mitigation procedures such as pressure grouting, micro piles, perimeter grouting, or other procedures. At a minimum, provide the following for grouting mitigation: any proposed cutting of high pressure inspection tubes, high pressure washing, water flow testing, flushing (high volume, low pressure washing), down-hole camera observations, grouting procedures, conformance testing, and required documentation. Once the plan has been reviewed and approved by the Engineer, proceed with the remedial action or testing as directed by the Engineer.

The Engineer will make the determination of final shaft acceptance or rejection based on initial and supplemental integrity testing results or repairs done by the Contractor. The Engineer will provide a determination of acceptance of any remedial action proposed by the Contractor. The Engineer may require the complete replacement of the shaft, addition of straddle shafts to compensate for capacity loss, or additional integrity testing including coring. Any remedial action necessary will be done at the Contractor's expense.

516.05 METHOD OF MEASUREMENT The Engineer will measure the length of Drilled Shafts and Trial Drilled Shafts from

the shaft base to the top of the shaft. The Engineer will base measurements on elevations shown on the Plans or approved by the Engineer. The Engineer will not measure corrective work or miscellaneous items, such as, soil samples and rock cores required by the Contract, rebar splices, permanent casings, lost tools and equipment, overreamed excavation, surface excavation and backfill, overflow concrete and concrete placed outside the neat lines of the shaft. If required by the Contract, the Engineer will measure CSL testing per drilled shaft tested. The Engineer will not measure tests for determining the extent of defects. The Engineer will not make reductions in drilled shaft measurements due to obstructions. NOT FOR C

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SP 516 - 18 of 19

516.06 BASIS OF PAYMENT The Authority will pay for each pay item at the contract unit price per the specified

pay units as follows:

Pay Item: Pay Unit: (A) DRILLED SHAFTS Linear Foot [Meter]

(B) TRIAL DRILLED SHAFTS Linear Foot [Meter]

(C) CROSSHOLE SONIC LOGGING Each

(D) OBSTRUCTIONS Lump Sum

The Authority will pay for the following under a Supplemental Agreement:

• Approved obstructions, • Nondestructive testing or core drilling required by the Engineer that reveals no

structural defects, and • Contractor soil sampling or rock coring directed by the Engineer.

The Authority will not pay for the following:

• Nondestructive testing or core drilling directed by the Engineer that reveals structural defects,

• Additional NDT testing or core drilling requested by the Contractor done after a shaft has been rejected regardless of the results,

• CSL tubes (all costs for CSL tubes will be included in price bid for drilled shafts), and

• SID devices used to inspect the shaft bottom

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SP 516 - 19 of 19

.

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HIGH-TENSION CABLE BARRIER

_________________________________________________________________________________________________________ 628 - 1 of 1


FOR SECTION 628

HIGH-TENSION CABLE BARRIER

JKT-2343A These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010.

(Is hereby revised by adding the following :) 628.03 EQUIPMENT.

The tension meter shall be of the type recommended by the Manufacturer of the cable barrier system provided, and shall be approved by the Engineer. It shall also be new, calibrated, functional, and capable of reading the tension on the cable barrier system to within the Manufacturer’s recommended tolerances. The device shall be demonstrated by the instructor(s) on how to operate them and provide other helpful information to the training participants. It shall be delivered to the _________Turnpike between the hours of 9:00 am and 3:00 pm, Monday thru Friday.

628.04 CONSTRUCTION METHODS. A. GENERAL. Use a high-tension cable barrier system of four wire ropes with the maximum post spacing center to center as shown below for each manufacturer, unless otherwise directed by the Plans or the Engineer. Manufacturer: Maximum Post Spacing: Brifen 8.0 ft [2.4 m] Gibraltar 5.0 ft [2.0 m] Nucor 5.0 ft [1.5 m] Safence 6.5 ft [1.5 m] Trinity 5.0 ft [1.5 m]

The Contractor may submit to the engineer test results and/or simulations showing post spacing beyond Maximum Post Spacing listed above, pending the dynamic deflection does not exceed 7.0 feet under NCHRP 350 test level 4 (TL-4) conditions. The anchor spacing for test results and/or simulations must be a minimum of 3,280 ft [1,000 m]. Testing and simulations shall be conducted by a reputable roadside safety research facility.

628.06 BASIS OF PAYMENT.

Pay item: Pay Unit: ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ (E) CABLE BARRIER TENSION METER ………………………………………..................EACH ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯

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SPECIAL PROVISIONS FOR SECTION 645

LANE RENTAL JKT 2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the 2010 Standard Specifications for Turnpike Construction. (Add the following:) 645.05. METHOD OF MEASUREMENT. (c) Lane Rental

A. General This provision establishes lane rental fees for lane restrictions. All work requiring or resulting in the closure of a lane, ramp, or shoulder will be subject to lane rental fees, and will be administered in accordance with subsection 645.05 C “Lane Rental”. The Engineer may consider waiver of lane rental fees in the event the lane restriction(s) is removed, and normal traffic is reestablished within thirty (30) minutes of the initial lane restriction(s).

(1) Detours, if necessary, shall be established and signed at no additional cost to the Authority. (2) Traffic Control Plan (TCP) shall be compiled by an ATSSA Certified Worksite Traffic

Supervisor, for the Engineer’s approval. As a minimum, include in the TCP dates, times, and locations for:

• Lane Restrictions • Ramp Closures • Traffic Stoppages • Law Enforcement Surveillance • Alternate Routes • Additional Signing • Portable Changeable Message Boards • The use of Type ‘C’ Advanced Warning Devices • The use of Flagmen • Provisions for Temporarily opening all lanes in emergency situations

The Contractor will be required to submit a lane closure plan to the Engineer, with a detailed sequence of operation which corresponds to the TCP and a schedule describing all operations and anticipated time frames of any lane closure on I-40. This plan will only be approved if the scheduled closure times fall within the time frames not subject to lane rental. Submittal of any closure plan shall be done three days prior to any anticipated activity. Failure to receive formal approval of the closure plan prior to the implementation shall justify assessment of lane rental.

All Lane Rental Fees for this project will be assessed based on 15 minute intervals. NOT FOR C

ONSTRUCTION

I-40 Lane Closures The following items set forth the lane rental fees for lane closures. The Contractor will not be assessed lane

rental fees if, during a period of lane closure normally subject to lane rental fees, the Contractor encounters unforeseen utility conflicts, unusually severe weather, or natural disaster and the Contractor makes every effort to reopen the lane after the adverse condition is encountered.

The Contractor shall maintain traffic in a minimum of two through lanes in each direction on EASTBOUND I-40 throughout the entire project length during the hours of 6:00 A.M. to 7:00 P.M. Monday through Friday and from 9:00 A.M. to 7:00 P.M. Saturday and Sunday. The Contractor shall maintain traffic in a minimum of two through lanes in each direction on WESTBOUND I-40 throughout the entire project length during the hours of 8:00 A.M. to 9:00 P.M. Monday through Friday and from 10:00 A.M. to 8:00 P.M. Saturday and Sunday. Any closure of a through traffic lane outside the allowed time extent will be assessed a lane rental fee of $20,000 per lane per hour. Total closure of either direction of I-44 will not be permitted. Any occurrence of total closure will be assessed a Lane Rental of $100,000 per direction per hour. Lane closures for I-40 will be limited to those shown in Tables “A” and “B” shown in Part B and the westbound closure allowance as described in Part C, but will be restricted during Holidays and Special Events as described in Part D of this Special Provision. The Contractor must reopen all lanes when no work is being performed, or a lane rental fee of $20,000 per hour per lane will be assessed.

B. Lane Rental Fees Lane rental fees for all thoroughfare restrictions will be assessed as presented in Table “A”:

TABLE “A” EASTBOUND I-40 Day / Time

6:00 AM -7:00PM

7:00 PM - 6:00AM

6:00 AM - 9:00 AM

9:00 AM - 7:00 PM

7:00 PM - 9:00 AM

EASTBOUND Monday – Thursday Allowed Lane Closures Fee (per lane per hour)

None ($10,000)

One Lane ($0)

EASTBOUND Friday Allowed Lane Closures Fee (per lane per hour)

None ($10,000)

One Lane ($0)

EASTBOUND Saturday Allowed Lane Closures Fee (per lane per hour)

One Lane ($0)

None ($10,000)

One Lane ($0)

EASTBOUND Sunday Allowed Lane Closures Fee (per lane per hour)

One Lane ($0)

None ($10,000)

One Lane ($0)

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LANE RENTAL ______________________________________________________________________________________

SP 645.05 - 3 of 5

TABLE “B” WESTBOUND I-40

Day / Time

8:00 AM -9:00PM

9:00 PM - 8:00AM

8:00 AM - 10:00 AM

10:00 AM - 8:00 PM

8:00 PM - 10:00 AM

WESTBOUND Monday – Thursday Allowed Lane Closures Fee (per lane per hour)

None ($10,000)

One Lane ($0)

WESTBOUND Friday Allowed Lane Closures Fee (per lane per hour)

None ($10,000)

One Lane ($0)

WESTBOUND Saturday Allowed Lane Closures Fee (per lane per hour)

One Lane ($0)

None ($10,000)

One Lane ($0)

WESTBOUND Sunday Allowed Lane Closures Fee (per lane per hour)

One Lane ($0)

None ($10,000)

One Lane ($0)

A lane rental fee of $20,000 per lane per hour per mile will be assessed for thoroughfare restrictions set during special events or holidays as defined in subsection 645.05.A and Table 645:1. Lane rental fees will be charged in increments of fifteen (15) minutes, and will be assessed on the progressive estimate which follows that in which they were accrued.

C. WESTBOUND I-40 The Contractor will be allowed to close one lane of I-40 westbound as depicted in Phase 3 of the plans for a period of 45 days. This 45 days will be excluded from the Special Event and Holiday Lane Rental restrictions in Part D of this Special Provision. A Milestone Special Provision 108.13 concerning this work is included in the bid documents.

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LANE RENTAL ______________________________________________________________________________________

SP 645.05 - 4 of 5

D. Special Events and Holidays The Engineer reserves the right to deny any thoroughfare restrictions for any purpose, during the

days surrounding special events or holidays, including the days before and after such occasions. The Holiday durations given below are intended to give the Contractor the best opportunity to plan their activities. Holidays are those proclaimed as such through Executive Order by the Governor. Special events are those which create high traffic volumes such as large Public Events.

May 25, 2017 at 12:01 A.M. through May 30, 2017 at 11:59 P.M. June 29, 2017 at 12:01 A.M. through July 5, 2017 at 11:59 P.M. August 3, 2017 at 12:01 A.M. through August 6, 2017 at 11:59 P.M. August 31, 2017 at 12:01 A.M. through September 5, 2017 at 11:59 P.M. November 22, 2017 at 12:01 A.M. through November 27, 2017 at 11:59 P.M. December 22, 2017 at 12:01 A.M. through December 26, 2017 at 11:59 P.M. December 29, 2017 at 12:01 A.M. through January 2, 2018 at 11:59 P.M. March 30, 2018 at 12:01 A.M. through April 2, 2018 at 11:59 P.M. May 24, 2018 at 12:01 A.M. through May, 29 2018 at 11:59 P.M. June 29, 2018 at 12:01 A.M. through July 5, 2018 at 11:59 P.M. August 3, 2018 at 12:01 A.M. through August 6, 2018 at 11:59 P.M. August 30, 2018 at 12:01 A.M. through September 4, 2018 at 11:59 P.M. November 21, 2018 at 12:01 A.M. through November 25, 2018 at 11:59 P.M. December 21, 2018 at 12:01 A.M. through December 26, 2018 at 11:59 P.M. December 28, 2018 at 12:01 A.M. through January 2, 2019 at 11:59 P.M. April 19, 2019 at 12:01 A.M. through April 21, 2019 at 11:59 P.M. May 23, 2019 at 12:01 A.M. through May, 28 2019 at 11:59 P.M. July 3, 2019 at 12:01 A.M. through July 7, 2019 at 11:59 P.M. August 2, 2019 at 12:01 A.M. through August 4, 2019 at 11:59 P.M. August 29, 2019 at 12:01 A.M. through September 3, 2019 at 11:59 P.M. November 27, 2019 at 12:01 A.M. through December 1, 2019 at 11:59 P.M. December 20, 2019 at 12:01 A.M. through January 2, 2020 at 11:59 P.M. In addition to the above holidays and special events, the Contractor will not be allowed to close

any lanes from 12 hours before kickoff time until 12 hours after kickoff time on Saturdays (or any other day) that Oklahoma University has a home football game. During Holiday and Special Event periods, the Contractor will not be allowed to utilize the Access ingress/egress locations to/from the I-40 Mainline. During Holiday or Special Event periods, the Contractor will not be allowed to work inside the I-40 clear zone. The Contractor will be required to make emergency repairs during the Holiday periods if they are deemed necessary by the Authority. Lane Rentals will not be assessed to the Contractor for making emergency repairs.

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LANE RENTAL ______________________________________________________________________________________

SP 645.05 - 5 of 5

E. Post Substantial Completion Lane Closures

The Contractor will be allowed minimal lane closures after “Substantial Completion” of the project. Any lane closure allowed for this work must be approved by the Engineer and must adhere to the restrictions outlined in this Special Provision for I-40. Submittal of any lane closure plan shall be done three days prior to any anticipated activity. Failure to receive formal approval of the lane closure plan prior to the implementation shall justify assessment of lane rental. The Contractor will be allowed to close the shoulder after substantial completion is reached, however, each closure will be reviewed by the Engineer for safety and may be rejected or delayed until lane rental hours are applicable if deemed not safe.

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OKLAHOMA CITY UTILITY RELOCATIONS ______________________________________________________________________________________

SP 660 - 1 of 50


FOR SECTION 660

OKLAHOMA CITY UTILITY RELOCATIONS

CONTRACT JKT-2343A These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. In summary, this special provision contains:

• Oklahoma City Water Utilities Trust Special Provisions for Sanitary Sewer (Page 2-19) • Oklahoma City Water Utilities Trust Special Provisions for Water (Page 20-46) • Oklahoma City Utilities Department Facility Outage Form for CIP Projects (Page 47) • Oklahoma City Water Utilities Trust Maintenance Bond (Page 48-50)

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SP 660 - 2 of 50

1. SCOPE:

The Work herein contemplated consists of furnishing all labor, materials, equipment, transportation, and incidentals necessary and required for the complete installation of mains and appurtenances. This will include, but not limited to the following major items and appurtenances.

(1) Sewer Main Installation (2) Bypass Pumping (3) Connection to Existing Manholes (4) Activation of New Mains and Appurtenances (5) Cut, Plug, Abandon Existing Mains and Manholes (6) Street and Driveway Repair (7) Provide “As-Built” Plans with GPS As Built Survey

2. PRE-BID CONFERENCE:

A Pre-bid Conference will be held on the date specified in Notice to Bidders.

3. BID REJECTION:

The bidding agency reserves the right to reject any part or parts of the bid or reject all bids.

4. BIDDERS PRE-QUALIFICATION:

For this Sewer Project, the Contractor must be listed by the Contractor’s Prequalification Board as pre-qualified in the area of Class “A” Sewer – All under the provision of Contractor’s Prequalification Resolution of May 27, 1997 and Ordinance No. 20,815. The Contractor must obtain all licenses and permits required by the City of Oklahoma City, State and Federal regulations and laws.

5. BIDDERS INSPECTION OF THE PROJECT SITE:

All bidders must examine the Project location and be informed about the condition affecting the Work prior to submittal of their bids.

6. CONTRACTORS RESPONSIBILITY FOR TIMELY AND FULLY PROVIDING THE PROJECT AND ALL WORK AT BID PRICE(s)

The provision of this Special Provision are complementary to the Standard Specifications for Construction of Public Improvements and only supersedes and takes precedence over any provision in the Standard Specifications for

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SP 660 - 3 of 50

Construction of Public Improvements which conflict with or diminish the effect of this Special Provision. The Contractor is solely responsible for securing the timely purchase and provision of all materials and equipment. The Contractor must contract, in writing, with subcontractors, and with material and equipment suppliers for the timely manufacture, supply, and delivery of all materials and supplies. It is the duty of the Contractor as part of its bidding process and as part of calculating its bid to identify and select subcontractors and material and equipment suppliers that can and will timely and fully perform the Work. It is the responsibility of the Contractor to include any risk of delay and of cost increases in its bid. Submission of a bid is a statement by the Contractor that the Contractor has contracted for firm fixed prices from subcontractors and for the material and equipment necessary for the Project. It is the duty of the Contractor to negotiate and enforce a fixed price contract with subcontractors and with material and equipment suppliers and to enforce timely delivery. Neither The City nor OCWUT will pay any additional compensation for changes in prices of materials or equipment nor grant additional time for delays in provision of materials or equipment based upon claims of force majeure or supplier nonperformance or delay. Neither the City nor OCWUT will be responsible for paying any additional compensation for delays caused by or claimed by Contractor’s or its subcontractors or suppliers. If Contractor cannot submit a bid that includes firm fixed prices and timely delivery from its subcontractors and suppliers, then the Contract should not bid as a bid will be deemed an admission and a statement by the Contractor that Contractor and its chosen subcontractors and suppliers can fully and timely perform for the bid price.

7. DISCRIMINATION:

Contractor is prohibited from discriminating in employment practices during the performance of this Contract. No Contract will be executed until the Contractor has signed the Certificate of Non-Discrimination included in the Specifications attached hereto and can be found on page CND1.

8. EQUAL OPPORTUNITY IN EMPLOYMENT

All qualified applicants will receive consideration for employment without regard to race, color, religion, sex, national origin, age or handicap. Bidders on this Work will be required to comply with the President’s Executive Order No. 11246, as amended.

9. MEETINGS

All meetings scheduled, including the mandatory pre-bid meeting, must be attended by the Contractor’s superintendent or qualified representative who is authorized to discuss and make binding decisions regarding the Project.

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SP 660 - 4 of 50

10. QUANTITIES

The Contractor or his authorized representative must at the end of each work day establish and agree with the Inspector the amount of the quantities which cannot be measured when the job is completed. These quantities are to be entered in the Inspector’s daily report and shall be the basis for the final estimate.

11. MEASUREMENT AND PAYMENT – UNIT BID PAY ITEMS

The quantities shown for unit bid pay items are estimated and are for the purpose of comparing bids. The OCWUT reserves the right to direct that additional or reduced quantities of any Bid Item be furnished. Contractor will be paid at the unit bid pay item price for actual quantities installed in accordance with the direction of the Engineer. The OCWUT is not obligated to use the total quantities listed of the unit bid pay items listed in the Bid Form. The OCWUT may request deletion or reduction of all or any portion of the quantities estimated in the respective Bid Items. The Contractor shall not be entitled to payments for these items unless specifically authorized in writing by the Engineer. The Contractor agrees that it will make no claim for damages, anticipated profits, or otherwise on account of any difference between the amounts of materials, equipment, or Work actually performed or for the estimated amounts thereof.

12. INCIDENTAL WORK

Any item not covered in the Standard Specifications or these special provisions and NOT shown in the summary of quantities shall be considered as incidental construction for which the Contractor is responsible and shall not receive additional payment.

13. WATER CONSERVATION

On April 30, 2013, the City of Oklahoma City adopted a resolution establishing a permanent mandatory water conservation program restricting watering to every other day with properties with odd numbered addresses being permit to water only on odd numbered days and properties with even numbered addresses being permitted to water only on even numbered days. These conservation restrictions are applicable to City and OCWUT projects and Contractors just as they are applicable to Oklahoma City citizens. See details at http://www.squeezeeverydrop.com Provided, however, the City of Oklahoma City also set up a variance program for new landscaping. Contractor will be responsible for timely obtaining and, if and as granted, for compliance with the variance program requirements. See details at https://okc.gov/departments/utilities/squeeze-every-drop/water-conservation-program/variance-program. Failure to comply with the conditions and

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http://www.squeezeeverydrop.com/

https://okc.gov/departments/utilities/squeeze-every-drop/water-conservation-program/variance-program

https://okc.gov/departments/utilities/squeeze-every-drop/water-conservation-program/variance-program


SP 660 - 5 of 50

requirements of the mandatory water conservation restrictions or the variance may result in the receipt of a citation and/or the revocation of the variance.

14. SUPERVISION:

Notwithstanding any requirement to perform work for the Project, neither the OCWUT nor the City of Oklahoma City will recognize any subcontractor on the Work. The Contractor shall at all times when Work is in progress be represented at the project site of the Work either in person or by a qualified and approved superintendent who shall be in direct charge of all operations on the Contract.

15. PROJECT SCHEDULE

The Contractor shall furnish the Engineer with a Project Schedule, in Microsoft Project, Primavera, or any other format approved by the Engineer, setting forth in detail the procedure it proposes to follow, and giving the dates on which it expects to start and to complete separate portions of the Work. If at any time, in the opinion of the Engineer, proper progress is not being maintained, the Contractor may make such changes in the schedule of operations which will satisfy the Engineer that the Work will be completed within the period stated in the Specifications, or extension thereof made as herein provided. The schedule must be updated monthly by the Contractor, with each Contractor invoice and submitted to the Engineer for review and approval. Failure to provide monthly updates to the schedule will result in a delay of processing the Monthly Pay Estimate until the update is received, reviewed and accepted.

16. SCHEDULE OF OPERATIONS:

A complete schedule of material and equipment delivery and operations shall be submitted to the Engineer by the Contractor before beginning any Work. The Engineer will coordinate all operations and the Contractor hereby agrees to give his full cooperation.

17. WORK PERMITS

No Work shall begin until all licenses and permits have been obtained. Permits to include but not limited to the following:

A. Work Zone Permit Oklahoma City Public Works Traffic Management Division 420 W. Main, Suite 600 Oklahoma City, OK 73102 Ph: 405.297.2531 B. Storm Water Quality Permit Oklahoma City Public Works

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SP 660 - 6 of 50

Storm Water Quality Division 420 W. Main, Suite 700 Oklahoma City, OK 73102 Ph: 405.297.3542 C. ODEQ permit(s) – if required Oklahoma Department of Environmental Quality Water Quality Division 700 N. Robison Ave Oklahoma City, OK 73102 Ph: 405.702.8100 D. Building permit(s) – if required Oklahoma City Development Services Development Center 420 W. Main, Suite 800 Oklahoma City, OK 73102 Ph: 405. 297.2948 All applicable permits must be closed as a condition of Final Acceptance, including but not limited to obtaining the Certificate of Occupancy

18. STORM WATER EROSION AND SEDIMENT CONTROL PROCEDURES

The Contractor is required to file a Notice of Intent (NOI) for Storm Water Discharges associated with construction activity to be covered under an OPDES Permit, OKC-SWQ Form C1, two (2) days prior to commencement of Work.

This requires that the Contractor complete an NOI, Site Plan, and Storm Water Pollution Prevention Plan. Copies of forms and instructions may be obtained from:

Oklahoma City Public Works Storm Water Quality Division 420 W. Main, Suite 700 Oklahoma City, OK 73102 Ph: 405.297.3542

19. ELECTRONIC SIGNATURES

The City and OCWUT have adopted an electronic docketing system for the review and approval of contracts, bonds, and other legal documents. The parties acknowledge that the City and OCWUT have authorized electronic signatures to be affixed to legal documents. The parties agree that legal documents with electronic signatures affixed by authorized representatives of the City and OCWUT, respectively, are deemed to be valid original documents enforceable by and binding upon the parties.

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SP 660 - 7 of 50

21. TESTING:

A. All tests will be in accordance with the appropriate specifications. B. All costs of conducting tests on materials which meet specification

requirements will be paid by the City. C. All costs of conducting tests on materials which do not meet specification

requirements will be deducted from Contractor’s Uniform Vouchers and Invoices for cost reimbursement.

20. CORRECTION OF WORK AFTER FINAL PAYMENT:

Neither the final certificate nor payment nor any provision in the Contract Documents will relieve the Contractor of responsibility for defective materials or workmanship: and unless otherwise specified, Contractor must remedy any defects due thereto and pay for any damage to other work resulting therefore, which appears or is identified within a period of two (2) years from the date of formal acceptance by the City. The City will give notice of observed defects with reasonable promptness.

21. EXISTING UTILITIES

All known utilities have been shown on the plans. The Contractor must expose all utilities and verify their location and elevation with the Engineer. Any unknown utilities that are encountered must also be exposed and verified by the Contractor with the Engineer. No additional compensation or contract time will be provided for delays by exposing or verifying known or unknown utilities.

22. UTILITY VERIFICATION:

The Contractor is responsible for the actual field location of all existing utilities and any other facilities which may be in the vicinity of the Work and must notify the owners of said utilities and facilities of work in the area prior to commencement of the Work. The Contractor shall be solely responsible for any damage to any existing utilities and facilities caused by the construction.

23. UTILITY NOTIFICATION:

The Contractor must notify the owners of all existing utilities and facilities conflicts with the proposed construction before the commencement of the Work. The following utilities but not limited to, shall be notified:

Cox Cable (Engineering Department) – (405) 525-2771 AT & T - (405) 840-5032 Oklahoma Natural Gas Company – (405) 556-6411 or (405) 556-6401 Oklahoma Gas and Electric Company – (405) 553-5843

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Utilities Department (405) 297-2422 Public Works (405) 297-2581

24. PUBLIC CONVENIENCES AND SAFETY:

Materials stored about the project site must be so placed and the Work shall at all times be so conducted as to cause no obstruction to the traveling public except as approved by the City Engineer in a Work Zone Permit. The Contractor must make provisions at all cross streets, highways, sidewalks, and private driveways for the free passage of vehicles and sidewalks, and private driveways for the free passage of vehicles and pedestrians, provided that, where bridging is impractical or unnecessary, in the opinion of the City Engineer, the Contractor must make arrangements satisfactory to the City Engineer for the diversion of traffic and must, at his own expense, provide all materials and perform all Work necessary for the construction and maintenance of such roadway and bridges for the diversion of traffic. The Contractor must notify the Fire Department headquarters, Post Office, and Solid Waste Department when any street is closed or obstructed that will disrupt services of these departments and functions. When directed by the City Engineer, the Contractor will keep any streets in condition for unobstructed use of fire apparatus.

25. PROTECTION OF EXISTING STRUCTURES:

The Contractor must provide all necessary sheeting, shoring, and other bracing and supports to protect existing structures, facilities and improvements adjacent to the construction. This Work and any expense or cost is incidental to the Work and Project, will not be paid for separately, and must be included by the Contractor in the unit bid pay item price for other items.

26. PROTECTION AND RESTORATION OF PROPERTY:

The Contractor may not enter upon private property for any purpose without first obtaining permission from the property owner. Contractor is responsible for the preservations of private property. Contractor will use every precaution necessary to prevent damage to all trees, fences, culverts, bridges, pavements, driveways, sidewalks etc. to all water, sewer, gas, or electric lines or appurtenances and to all other public or private property, facilities and improvements along within, or adjacent to the Work. The Contractor must notify the proper representatives of any public service or utility corporation and company, or any individual not less than twenty-four (24) hours in advance of any Work which may damage or interfere with the operation of such property, along, within, or adjacent to the Work. Contractor is responsible for all damage or injury to property, or any character resulting from an act, omission, neglect, or misconduct in the manner or method of executing the Work or Project. When and where any such direct or indirect damage or injury is done to public or private property due to an act,

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omission, neglect, or misconduct in the execution of Work or the non-execution of the Work or Project, the Contractor must restore at his expense, such property to a condition similar or equal to that existing before such damage or injury was done, by repairing, rebuilding, replacing, or restoring such property as may be directed or the Contractor must make good for such damage or injury by payment of damages or in an acceptable manner.

27. ADJUSTMENT OF EXISTING STRUCTURES:

The Contractor must make all necessary adjustments, alterations, relocating or resetting to the required grade and/or alignment of existing structures, facilities, improvements, equipment or appurtenances which are not to be removed or abandoned, in accordance with these Specifications and conformity with the lines, grades, elevations, and dimensions shown on the Plans or as may be established by the Engineer in a Change Order.

28. UTILITY ALTERATION:

When an Oklahoma City utility asset alteration is a part of the Work to be performed by the Contractor as a part of this Contract, such Work shall be done in conformity with the requirements of the Standard Specifications for new work of this type. The cost of any such alteration must be included by the Contractor in cost of other items, unless otherwise expressly shown in the Detailed Bid Form.

29. STORM SEWER PIPES

The cost of repair or re-laying of any storm sewer pipe encountered during construction shall not be paid for separately, unless otherwise specified and a detailed bid item has been established in the Detailed Bid Form. Such compensation shall be included in the cost of other items.

30. SPECIFIC REQUIREMENTS

A. Pipe Installation - Bedding requirements for flexible and rigid pipe are given in Section 200 of the Standard Specifications. For flexible pipe, the embedment material is to be placed from a minimum of six (6") inches below bottom of pipe and to a minimum of six (6") inches above top of pipe. For rigid pipe, the embedment material is to be placed from a minimum of six (6") inches below bottom of pipe to the springline.

B. Manholes - Where manholes are to be located in the street, they shall be flush

with the pavement and provided with non-vented, watertight lids with rain guard protectors. Elevations provided on the plans are approximate and the actual Top of Rim elevations shall be determined in the field.

C. Service Connections – Where HDPE pipe is used in “Trenchless” construction

the service connections shall be made using Electrofusion Bonded Gasketed

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Sewer Saddles. Service connections on new PVC pipe installed using “Open Cut” construction shall be made using Wye Branch fittings. All service connections shall be done external to the pipe. No internal connections shall be allowed.

31. CLEARING & GRUBBING

The cost of tree removal shall be included in the price bid for "Clearing and Grubbing", and shall be bid as a lump sum item. Boring under large trees will be allowed as an alternate method in lieu of trenching. Should boring be used, the Contractor shall not be paid for additional work involved. The payment for the additional work involved in the boring method shall be included in the lump sum item bid for "Clearing & Grubbing".

The removal and replacement of all fences shall be included in the unit price bid for "Clearing and Grubbing" and shall not be paid for separately. The removal and/or replacement of miscellaneous footings, walls, sidewalks, concrete and brick planters, sheds, concrete pads, landscape timbers, steps, portable buildings, and other items shall also be included in the unit price bid for "Clearing and Grubbing" and shall not be paid for separately. All temporary fencing, if required, shall also be included. The Contractor must use every precaution necessary to prevent damage to all trees, shrubs, fences, sidewalks, driveways, pavement, etc. adjacent to the line of construction and outside the Project site. The Contractor must repair or replace all damaged property at Contractor’s own expense. Where sidewalks and paved driveways are to be removed and replaced, Contractor will be paid at the unit bid item price for such items. Gravel or dirt driveways must be restored to the equal or better than original condition and cost of same are incidental work which must not be paid for separately, but will be included by Contractor in unit bid item prices for other items. Contractor is responsible for removing and resetting all existing fences, mailboxes, and clothesline poles in a condition equal to or better than those existing at the time of construction.

32. REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK:

All Work which has been rejected or condemned or which is defective must be repaired or if it cannot be satisfactorily repaired it must be removed and replaced at the Contractor’s expense. Defective, rejected, and condemned materials must be removed immediately from the Project Site. Work done without lines and grades; work done beyond the lines or not in conformity with the grades shown on the plan; work done without proper inspection; or any extra or unclassified work done without written authority by a prior change order or amendment will be considered unauthorized.

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Unauthorized work will not be measured or paid. Unauthorized work may also be ordered removed at the Contractor’s expense. If the Contractor fails to immediately and satisfactorily repair or remove and replace, any rejected, defective, unauthorized, or condemned work or materials, OCWUT will, after giving written notice to the Contractor, have the authority to have defective work remedied or removed and replaced by others and will deduct the cost thereof from any compensation due to the Contractor. At OCWUT’s sole discretion, OCWUT may accept rejected, defective, unauthorized or condemned work or materials and make an equitable deduction from the contract price or payment due the Contractor.

33. DRIVEWAY AND STREET BORE:

Driveways which are indicated to be bored shall be accomplished without casing, unless otherwise indicated on the construction plans. Payment for driveway bore is limited to the length of bored driveway without casing as shown on the project plans. Payment for driveway bore is limited to the width of the bored driveway plus five (5) feet additional on each side of driveway.

34. SURVEYING

The contractor will be responsible for all construction staking, preliminary surveying and final measure. A registered professional Land Surveyor in the State of Oklahoma shall be hired by the Contractor to perform work required above. All surveying information, control points, elevations, gradients, etc., shall be submitted to the Project Engineer for review and approval. All costs associated with surveying shall be included in the cost of other items and will not be paid for directly.

35. TRENCHLESS CONSTRUCTION

“Formed in Place Pipe” and “Pipe Bursting” shall be considered Trenchless Construction in accordance to the Standard Specifications. Service Connections for “Formed in Place Pipe” shall be connected externally. No internal service connections for “Formed in Place Pipe” shall be permitted. The price established for “Trenchless Construction (8” pipe)” shall be full compensation for furnishing and operation of all equipment, labor, tools, and incidentals necessary to complete this item of work.

36. COLOR AUDIO-VIDEO OF PRECONSTRUCTION, FINAL RECORD (RECORDED DIGITALLY ON DVD)

Scope

Prior to commencing Work, the Contractor shall have a continuous color audio-video recording, recorded digitally on DVD, and made of the entire project in a manner that logically follows the entire project path in a continuous manner. The

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Contractor shall have a color audio-video recording, recorded digitally on DVD, made of the entire project at completion. These recordings will serve as a record of pre-construction and final conditions. Contractor must submit two (2) copies, one (1) copy to the project Engineer and one (1) copy to Inspection Services for these phases of Audio-Video recording.

Professional Electrographers

The Contractor shall engage the services of a professional electrographer. The color audio-video DVD shall be prepared by a responsible independent commercial firm known to be skilled and regularly engaged in the business of pipeline construction color audio-video (DVD) documentation.

Equipment

All equipment, accessories, materials and labor to perform this service shall be furnished by the Contractor.

The total audio-video system shall reproduce bright, sharp, clear pictures with accurate colors and shall be free from distortion, tearing, rolls, or any other form of imperfections. The audio portion of the recording shall reproduce the commentary of the camera operation with proper volume, clarity and be free from distortion and interruptions.

Recorded Information-Audio

Each DVD shall begin with the current date, project name and municipality and be followed by the general location, i.e., viewing side and direction of progress. The audio tract shall consist of an original live recording. The recording shall contain the narrative commentary of the electrographer, recorded simultaneously with his video of the zone of influence of construction.

Recorded Information-Video

All video recordings shall begin by displaying digital information to include the date and time of recording. The date information shall contain the month, day and year. Additional information shall be displayed periodically. Such information shall include, but not be limited to, project name, contract number, direction of travel and the viewing side.

Lighting

All video recording shall be done during times of good visibility. During precipitation, mist or fog, artificial light shall be provided to properly illuminate the objects.

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Speed of Travel

The rate of speed in the general direction of travel used during video recording, as well as panning and zooming rates, shall be sufficiently controlled to maintain a clear view of the objects.

Area of Coverage

Video recording coverage shall include all surface features located within the zone of influence of construction supported by appropriate audio coverage. Such coverage shall include, but not be limited to, existing driveways, sidewalks, curbs pavement, ditches, landscaping, culverts, fences and headwalls within the area covered. Video recording coverage also shall include of water main, tapping and service connection.

37. GPS “AS-BUILT” SURVEY

The Contractor must provide a complete GPS “As-Built” Survey for every one hundred feet (100’) along the alignment of the Project, and, coordinates of the valves, fire hydrants, existing water meters, and similar appurtenances. Complete As-Built plans, AutoCad drawing and coordinates data sheet must be submitted by Contractor to the Project Engineer for approval with the final claim. This task must be performed by a registered professional land surveyor in the State of Oklahoma. Data submitted must be tied to Oklahoma State Plane Coordinate System.

The final claim will not be paid without complete and approved GPS “As-Built” survey.

38. STORED MATERIALS AND EQUIPMENT

The quantities shown in these specifications are estimated quantities. The Contractor will be responsible for documenting and verifying the actual amount of materials necessary for completion of the Project. OCWUT, upon verification and approval, will pay the suppliers invoice price for stored materials up to but not in excess of the estimated amount per bid item. OCWUT does not pay directly for items including tax, shipping, handling, fees, etc.; these costs must be accounted for and included in the unit bid item price for the stored materials. Suppliers’ Invoices of stored materials must indicate the same unit as the unit bid item. Stored materials are subject to Sections 109.17.05 and 112.03 of the Standard Specifications for Construction of Public Improvements (latest edition).

The Owner Trust will not pay for stored materials and equipment not installed at

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the completion of the Project. Any excess stored materials will be deducted from the final pay claim. Any previous payment by OCWUT for excess stored materials in excess of final claim must be repaid by the Contractor to OCWUT. OCWUT will not pay costs such as return shipping, handling, restocking, etc. of excess stored materials. Payment will only be made for stored materials, or stored at the Contractor’s facility or Project Site and accessible by Inspection Services.

The Contractor must obtain insurance, as evidenced by a certificate of insurance,

against damage, loss, and theft of the stored materials in the amount of the value of the materials, the invoice price or the unit bid item price, whichever is highest. The Contractor must provide a copy of the certificate of insurance for all stored materials with the invoice/claim for payment.

39. PAVEMENT BACKFILL (Type A) – Oklahoma City Streets only:

The sewer main trench at driveways and at pavement cut and permanent repair locations must be backfilled with Type A per Standard Specification 923.01 and placed in 6-inch (6”) lifts for hand tamped equipment and thirty inch (30”) lifts for self-propelled or power driven equipment, to obtain full compaction of 95% standard proctor density, prior to replacing the pavement. The Contractor must collect truck delivery tickets at the job site and obtain the signature of the inspector. These truck delivery tickets will not be the basis for payment to the Contractor. Truck delivery tickets will be used only to confirm delivery to the project site. Backfill material will not be paid directly; cost must be included by contractor in other unit bid item prices.

Nominal Size Percent Passing 1½ inch 100% ¾ inch 40 to 100% ⅜ inch 30 to 75% No. 4 25 to 60% No. 10 20 to 43% No. 40 8 to 26% No. 200 4 to 12%

40. PAVING CUT AND PERMANENT REPAIR – Oklahoma City an non-OTA pavement:

In those areas where a pavement cut and repair are indicated on the plans, the Contractor shall remove the pavement in two (2) stages. The first removal shall be to the trench width and made prior to the trench excavation. This cut shall be made in a straight line by using a saw or approved cutting equipment. The second removal shall be a 2-foot wide strip on each side of the sewer main trench. This

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removal shall be made prior to replacement of the pavement and after the water line construction and backfill is completed. In the second removal, the cut shall be made to a straight line by using an approved saw.

The Portland cement concrete used for pavement replacement shall be constructed of High Early Strength 3500 psi concrete, and shall conform to the Oklahoma City Standard Specifications.

Pavement for the reinforced concrete pavement patch will be made at the unit bid price per square yard, computed on the basis of the specification trench pay width, plus 4’ multiplied by the length of the paving replacement involved, which price shall include all the expense involved in furnishing labor, material and equipment required to provide a complete replacement. This item shall be paid for as “Paving Cut and Permanent Repair- Concrete”.

41. TEMPORARY SURFACING (ASPHALT) – Oklahoma City streets only

This section covers the placing of temporary surfacing on areas to be used as temporary crossings and temporary routes of ingress and egress to residences and places of business adjacent to or near the Project. This Work shall be constructed on a prepared sub-grade in reasonable close conformity with the existing surfaces or established by the Engineer. Cross streets, side streets, approach streets, and temporary driveways to residences or places of business shall be shaped to a reasonable cross section to prevent ponding of water. Holes, waves and undulations which develop must be corrected by blading and/or adding more material. The shaping of the surface material shall be continued until it is well-compacted, free from ruts, waves, and undulations.

Excess material not required for maintenance must be removed from the Project

site and the site restored to the same condition before construction began.

The completed temporary surface must be maintained in this condition until permanent repairs are constructed. Asphalt must be used as temporary surfacing material. Asphalt material must be type “A” mix placed a minimum of three (3”) inches, and compacted on a prepared sub-grade in accordance with the requirements of these Specifications for asphalt paving.

42. BORES

All bores constructed in advance of installation of the sewer main by more than 300 linear feet per Section 600.04 of the Standard Specifications will be at the risk of the Contractor. Any re-boring of bores installed ahead for the sewer main installation per above as a result of modifications to the design will be at no additional cost or additional contract time. NOT FOR C

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43. REMOVAL AND REPLACEMENT OF DRIVEWAYS:

Driveways that have been designated in the plans to be removed and replaced, must be removed and replaced from the pavement edge to the first existing pavement joint or the right-of-way on the house side of the new water main. OCWUT reserves the right to direct, by amendment, such additional driveways in the project area be replaced and the Contractor will be paid at the unit bid item price for such items. However, the Contractor is responsible for removing and replacing paving and driveways not designated in the plans that are damaged due to the Contractor’s negligence at the Contractor’s expense and without payment from OCWUT. Concrete driveways shall be replaced with 6-inches thick of 3500 psi non-reinforced High Early Strength Portland cement concrete (with appropriate jointing). The trench shall be backfilled with Type A per Standard Specification 923.01 and will not be paid directly; cost shall be included by the contractor in unit bid item prices. Concrete driveways in the plans will be paid for at the contract unit bid item price per square yard. The 2-inch sand cushion for driveway replacement as seen on Sheet D-800 (Standard Detail) will not be paid for separately, but will be incidental and included in the unit bid item price per square yard for the quantity of (concrete or asphalt) driveway removed and replaced.

44. STEEL CASING PIPE:

Steel Casing Pipe shall conform to Section 528 of the Standard Specifications for Construction of Public Improvements for the City of Oklahoma City. The minimum wall thickness, size and length of the Steel Casing Pipe shall be as shown on the plans.

45. CASING SPACERS

The Contractor must use casing spacers with stainless steel bands and risers and runners comprised of a glass-filled polymer as manufactured by Advance Products Systems, Inc., or approved equal. The use of wood skids will NOT be allowed. Grout fill of the annulus inside the steel casing is NOT required for this project. This applies to carrier pipes within bores, aerial crossings, or steel casing installed by open-trench.

46. BORING TEST HOLE INFORMATION:

Test hole information, when shown in the Plans or included in the Specifications, shall only represent subsurface characteristics to the extent indicated, and only for the point location of the test hole. NOT FOR C

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Each Bidder must make his own interpretation of the character and condition of the materials which will be encountered between test hole locations. Each Bidder may, at Bidders own expense, make additional surveys and investigations as the Bidder may deem necessary to determine conditions which will affect performance of the Work. Neither the City nor OCWUT will provide any further test hole information other than what is already represented in the Plans or Specifications.

The Contractor will be responsible for completion of the Work even if subsurface characteristics, rock or other materials are encountered during construction. No additional compensation or contract time will be provided for impacts resulting from subsurface characteristics, rocks or other materials encountered.

47. SHEETING SHORING AND BRACING:

A. The sides of all excavations must be sufficiently sheeted, shored and braced whenever necessary of all excavations to prevent slides, cave-ins, settlement or movement of the bank. The Contractor must maintain the excavation clear of obstructions that will, in any way, hinder or delay the progress of the work or endanger workmen. Wood or steel sheet piling designed by the Contractor’s registered professional engineer licensed in the State of Oklahoma must be used when necessary. All sheeting, shoring and bracing must have sufficient strength and rigidity to withstand the pressures exerted. The Contractor must maintain the walls of the excavation properly in place and protect all persons and property from injury or damage.

B. Whenever excavations are made adjacent to existing buildings or other

structures or in paved streets or alleys, the Contractor must take particular care to sheet, shore and brace the sides of the excavation adequately to prevent any undermining of or settlement beneath such structures or pavement.

The Contractor will be liable for and responsible to restore any damage to any structure or injury to any person that results from his operations.

C. Sheeting, shoring or bracing materials must not be left in place unless as

shown in the plans or permitted by the Engineer. Such materials must be removed in such manner as will not endanger or damage the new structure or any existing structures or property, either public or private, in the vicinity, and must be removed so as to avoid cave-ins or slides. All trench sheeting and bracing must be left in place until the trench has been backfilled one foot above the top of the pipe.

D. Sheeting, shoring and bracing are considered incidental and an integral

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part of the excavation Work and no specific payment will be made therefore.

48. DEWATERING EXCAVATION AREAS:

A. The Contractor must provide and maintain ample equipment with which to remove all water from every source which enters excavations for structures and pipelines. Dewatering operations must ensure dry excavations and the preservation of the elevations of the bottoms of the excavations shown in the plans. The Contractor will not allow surface water to enter excavated areas.

B. Where the areas to be excavated are located under water surfaces or near

the banks of flowing streams or other bodies of water, the Contractor may adopt and carry out any method of dewatering the Contractor may deem feasible for the performance of the excavation work and for protection of the Work thereafter, provided that the method and equipment to be used results in completed Work which complies with these Specifications and is acceptable to the Engineer. In all cases, the excavation area must be effectively protected from water damage during the excavation period and until all contemplated construction work therein has been completed.

C. Prior to beginning excavation for structures which are to be constructed at

or below the ground water table, the contractor must lower ground water levels and maintain ground water table at a level at least three (3) feet below the bottom of such structures. The lowered ground water level must be maintained until backfill operations and all associated work with the structure and appurtenances has been completed.

D. The Contractor is responsible for damage to structures caused by

hydrostatic displacement during construction operations. E. The cost of all temporary construction work necessary to dewatering

excavated areas, including but not limited to the costs of placing and removing sand bags, coffer dams, sheet piling, excavation and backfill is considered incidental and an integral part of the cost of excavation and no separate payment will be made therefore.

49. BACKFILLING TRENCHES:

Contractor obligations for backfilling trenches;

A. After a section of pipe is properly installed and approved for backfill, the trench shall be backfilled with a select backfill and compacted to depths as shown on the plans. The remaining trench area above the select backfill is backfilled by regular backfill and compacted as shown on the plans.

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B. The backfilling of pipeline trenches shall be started immediately after the

pipe work has been examined and accepted by the Engineer. The initial backfill material placed on top of pipe bedding shall be the same as pipe bedding material as shown on plans. The initial backfill shall be carefully placed and compacted to 90 percent standard Proctor density. The remainder of the backfill shall consist of loose earth, free of clods, stones, vegetable matter, debris or other objectionable material. It shall be carefully placed and compacted.

C. Backfilling around structures shall be done in the manner specified above for pipe trenches by power tamping for the full depth of cut from the bottom of the finished grade.

D. All backfilling shall be done in such manner as will not disturb or injure the pipe or structure over or against which it is being placed. Any pipe or structure injured, damaged or moved from its proper line or grade during backfilling operations shall be opened up and repaired and then backfilled as herein specified.

E. The Contractor shall replace all surface materials and shall restore paving, curbing, sidewalks, gutters shrubbery, fences, sod, and other surfaces disturbed to a condition equal to, or better than, that before the work began, furnishing all labor and materials incidental thereto as provided elsewhere in these specifications.

50. SODDING AND SPRIGGING

Solid Slab Sodding, Row Sprigging, Broadcast Sprigging Method A, and Broadcast Sprigging Method B will be measured by the square yard of sodded area and installed per Section 840 of the City’s Standard Specifications for Construction of Public Improvements. The measurement of sodded area shall be fifteen feet (15 ft) each side measured from the centerline of the sanitary sewer pipe placement for a total width of thirty feet (30 ft). Additional sodding beyond this limit shall be placed at the Contractor’s expense.

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1. SCOPE:

The Work herein contemplated consists of furnishing all labor, materials, equipment, transportation, and incidentals necessary and required for the complete installation of mains and appurtenances. This will include, but is not limited to the following major items and appurtenances.

(1) Water Main Installation (2) Connection to Existing Main(s) (3) Activation of New Main and Appurtenances, Chlorination

and Testing (4) Transfer of Services (5) Cut and Plug Existing Mains (6) Street and Driveway Repair (7) Right-of-Way Restoration and Cleanup (8) Provide “As-Built” Plans with GPS As Built Survey

2. PREBID CONFERENCE: A Pre-bid Conference will be held on the date specified in Notice to Bidders. 3. BID REJECTION:

The bidding agency reserves the right to reject any part or parts of the bid or reject all bids.

4. BIDDERS PRE-QUALIFICATION:

For this Water Project, the Contractor must be listed by the Contractor’s Prequalification Board as pre-qualified in the area of Class “A” Water – All under the provisions of Contractor’s Prequalification Resolution of May 27, 1997 and Ordinance No. 20,815.

The Contractor must obtain all licenses and permits required by the City of Oklahoma City, State and federal regulations and laws.

5. BIDDERS’ INSPECTION OF THE PROJECT SITE:

All bidders must examine the Project location and be informed about the condition affecting the Work prior to submittal of their bids.

6. CONTRACTORS RESPONSIBILITY FOR TIMELY AND FULLY PROVIDING THE PROJECT AND ALL WORK AT BID PRICE(s) The provision of this Special Provision are complementary to the Standard Specifications for Construction of Public Improvements and only supersedes and

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takes precedence over any provision in the Standard Specifications for Construction of Public Improvements which conflict with or diminish the effect of this Special Provision.

The Contractor is solely responsible for securing the timely purchase and provision of all materials and equipment. The Contractor must contract, in writing, with subcontractors, and with material and equipment suppliers for the timely manufacture, supply, and delivery of all materials and supplies. It is the duty of the Contractor as part of its bidding process and as part of calculating its bid to identify and select subcontractors and material and equipment suppliers that can and will timely and fully perform the Work. It is the responsibility of the Contractor to include any risk of delay and of cost increases in its bid. Submission of a bid is a statement by the Contractor that the Contractor has contracted for firm fixed prices from subcontractors and for the material and equipment necessary for the Project. It is the duty of the Contractor to negotiate and enforce a fixed price contract with subcontractors and with material and equipment suppliers and to enforce timely delivery. Neither The City nor OCWUT will pay any additional compensation for changes in prices of materials or equipment nor grant additional time for delays in provision of materials or equipment based upon claims of force majeure or supplier nonperformance or delay. Neither the City nor OCWUT will be responsible for paying any additional compensation for delays caused by or claimed by Contractor’s or its subcontractors or suppliers. If Contractor cannot submit a bid that includes firm fixed prices and timely delivery from its subcontractors and suppliers, then the Contract should not bid as a bid will be deemed an admission and a statement by the Contractor that Contractor and its chosen subcontractors and suppliers can fully and timely perform for the bid price.

7. DISCRIMINATION:

Contractor is prohibited from discriminating in employment practices during the performance of this Contract with the OCWUT. No Contract will be executed until the Contractor has signed the Certificate of Non-Discrimination included in the Specifications attached hereto and can be found on page CND1.

8. EQUAL OPPORTUNITY IN EMPLOYMENT

All qualified applicants will receive consideration for employment without regard to race, color, religion, sex, gender, national origin, age or handicap. Bidders on this Work will be required to comply with the President of the United States’ Executive Order No. 11246, as amended. NOT FOR C

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9. MEETINGS

All meetings scheduled by the Engineer and/or OCWUT, including the mandatory pre-bid meeting, must be attended by the Contractor’s superintendent or qualified representative who is authorized to discuss and make binding decisions regarding the Project.

10. QUANTITIES

The Contractor or his authorized representative must at the end of each work day establish and agree with the Inspector the amount of the quantities which cannot be measured when the job is completed. These quantities will be entered in the Inspector’s daily report and shall be the basis for the final quantities estimate.

11. MEASUREMENT AND PAYMENT – UNIT BID PAY ITEMS

The quantities shown for unit bid pay items are estimated and are for the purpose of comparing bids. The OCWUT reserves the right to direct that additional or reduced quantities of any Bid Item be furnished. Contractor will be paid at the unit bid pay item price for actual quantities installed in accordance with the direction of the Engineer. The OCWUT is not obligated to use the total quantities listed of the unit bid pay items listed in the Bid Form. The OCWUT may request deletion or reduction of all or any portion of the quantities estimated in the respective Bid Items. The Contractor shall not be entitled to payments for these items unless specifically authorized in writing by the Engineer. The Contractor agrees that it will make no claim for damages, anticipated profits, or otherwise on account of any difference between the amounts of materials, equipment, or Work actually performed or for the estimated amounts thereof.

12. INCIDENTAL WORK

Any item not covered in the Specifications or these Special Provisions and NOT shown in the summary of quantities shall be considered as incidental construction for which the Contractor is responsible and will not receive additional payment.

13. WATER CONSERVATION

On April 30, 2013, the City of Oklahoma City adopted a resolution establishing a permanent mandatory water conservation program restricting watering to every other day with properties with odd numbered addresses being permit to water only on odd numbered days and properties with even numbered addresses being permitted to water only on even numbered days. These conservation restrictions are applicable to City and OCWUT projects and Contractors just as they are applicable to Oklahoma City citizens. See details at http://www.squeezeeverydrop.com/

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Provided, however, the City of Oklahoma City also set up a variance program for new landscaping. Contractor will be responsible for timely obtaining and, if and as granted, for compliance with the variance program requirements. See details at https://okc.gov/departments/utilities/squeeze-every-drop/water-conservation-program/variance-program Failure to comply with the conditions and requirements of the mandatory water conservation restrictions or the variance may result in the receipt of a citation and/or the revocation of the variance.

14. SUPERVISION

Notwithstanding any requirement to perform work for the Project, neither the OCWUT nor the City of Oklahoma City will recognize any subcontractor on the Work. The Contractor shall at all times when Work is in progress be represented at the project site of the Work either in person or by a qualified and approved superintendent who shall be in direct charge of all operations on the Contract.

15. PROJECT SCHEDULE

The Contractor shall furnish the Engineer with a Project Schedule, in Microsoft Project, Primavera, or any other format approved by the Engineer, setting forth in detail the procedure it proposes to follow, and giving the dates on which it expects to start and to complete separate portions of the Work. If at any time, in the opinion of the Engineer, proper progress is not being maintained, the Contractor may make such changes in the schedule of operations which will satisfy the Engineer that the Work will be completed within the period stated in the Specifications, or extension thereof made as herein provided. The schedule must be updated monthly by the Contractor, with each Contractor invoice and submitted to the Engineer for review and approval. Failure to provide monthly updates to the schedule will result in a delay of processing the Monthly Pay Estimate until the update is received, reviewed and accepted.

16. SCHEDULE OF OPERATIONS:

A complete schedule of material and equipment delivery and operations shall be submitted to the Engineer by the Contractor before beginning any Work. The Engineer will coordinate all operations and the Contractor hereby agrees to give his full cooperation.

17. WORK PERMITS

No Work shall begin until all licenses and permits have been obtained. Permits to include but not limited to the following: A. Work Zone Permit Oklahoma City Public Works Traffic Management Division

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420 W. Main, Suite 600 Oklahoma City, OK 73102 Ph: 405.297.2531 B. Storm Water Quality Permit Oklahoma City Public Works Storm Water Quality Division 420 W. Main, Suite 700 Oklahoma City, OK 73102 Ph: 405.297.3542 C. ODEQ permit(s) – if required Oklahoma Department of Environmental Quality Water Quality Division 700 N. Robison Ave Oklahoma City, OK 73102 Ph: 405.702.8100 D. Building permit(s) – if required Oklahoma City Development Services Development Center 420 W. Main, Suite 800 Oklahoma City, OK 73102 Ph: 405. 297.2948

All applicable permits must be closed as a condition of Final Acceptance, including but not limited to obtaining the Certificate of Occupancy

18. STORM WATER EROSION AND SEDIMENT CONTROL PROCEDURES

The Contractor is required to file a Notice of Intent (NOI) for Storm Water Discharges associated with construction activity to be covered under an OPDES Permit, OKC-SWQ Form C1, two (2) days prior to commencement of Work. The Contractor is required to complete an NOI, Site Plan, and Storm Water Pollution Prevention Plan. Copies of forms and instructions may be obtained from: Oklahoma City Public Works Storm Water Quality Division 420 W. Main Street, Suite 700 Oklahoma City, OK 73102 Ph: 405.297.3542

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The City and OCWUT have adopted an electronic docketing system for the review and approval of contracts, bonds, and other legal documents. The parties acknowledge that the City and OCWUT have authorized electronic signatures to be affixed to legal documents. The parties agree that legal documents with electronic signatures affixed by authorized representatives of the City and OCWUT, respectively, are deemed to be valid original documents enforceable by and binding upon the parties.

20. TESTING:

A. All tests must be in accordance with the appropriate specifications.

B. All costs of conducting tests on materials which meet specification requirements will be paid by the City.

C. All costs of conducting tests on materials which do not meet specification

requirements will be deducted from Contractor’s Uniform Vouchers and Invoices for cost reimbursement.

21. CORRECTION OF WORK AFTER FINAL PAYMENT:

Neither the final certificate nor payment nor any provision in the Contract Documents will relieve the Contractor of responsibility for defective materials or workmanship: and unless otherwise specified, Contractor must remedy any defects due thereto and pay for any damage to other work resulting therefore, which appears or is identified within a period of two (2) years from the date of formal acceptance by the City. The City will give notice of observed defects with reasonable promptness.

22. EXISTING UTILITIES All known utilities have been shown on the plans. The Contractor must expose all utilities and verify their location and elevation with the Engineer. Any unknown utilities that are encountered must also be exposed and verified by the Contractor with the Engineer. No additional compensation or contract time will be provided for delays by exposing or verifying known or unknown utilities.

23. UTILITY VERIFICATION:

The Contractor is responsible for the actual field location of all existing utilities and any other facilities which may be in the vicinity of the Work and must notify the owners of said utilities and facilities of work in the area prior to commencement of the Work. The Contractor shall be solely responsible for any damage to any existing utilities and facilities caused by the construction.

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24. UTILITY NOTIFICATION:

The Contractor must notify the owners of all existing utilities and facilities conflicts with the proposed construction before the commencement of the Work. The following utilities but not limited to, shall be notified:

Cox Cable (Engineering Department) – (405) 525-2771 AT & T - (405) 840-5032 Oklahoma Natural Gas Company – (405) 556-6411 or (405) 556-6401 Oklahoma Gas and Electric Company – (405) 553-5843

Utilities Department (405) 297-2422 Public Works (405) 297-2581

25. PUBLIC CONVENIENCES AND SAFETY:

Materials stored about the project site must be so placed and the Work shall at all times be so conducted as to cause no obstruction to the traveling public except as approved by the City Engineer in a Work Zone Permit. The Contractor must make provisions at all cross streets, highways, sidewalks, and private driveways for the free passage of vehicles and sidewalks, and private driveways for the free passage of vehicles and pedestrians, provided that, where bridging is impractical or unnecessary, in the opinion of the City Engineer, the Contractor must make arrangements satisfactory to the City Engineer for the diversion of traffic and must, at his own expense, provide all materials and perform all Work necessary for the construction and maintenance of such roadway and bridges for the diversion of traffic. The Contractor must notify the Fire Department headquarters, Post Office, and Solid Waste Department when any street is closed or obstructed that will disrupt services of these departments and functions. When directed by the City Engineer, the Contractor will keep any streets in condition for unobstructed use of fire apparatus.

26. PROTECTION OF EXISTING STRUCTURES:

The Contractor must provide all necessary sheeting, shoring, and other bracing and supports to protect existing structures, facilities and improvements adjacent to the construction. This Work and any expense or cost is incidental to the Work and Project, will not be paid for separately, and must be included by the Contractor in the unit bid pay item price for other items.

27. PROTECTION AND RESTORATION OF PROPERTY:

The Contractor may not enter upon private property for any purpose without first obtaining permission from the property owner. Contractor is responsible for the

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preservations of private property. Contractor will use every precaution necessary to prevent damage to all trees, fences, culverts, bridges, pavements, driveways, sidewalks etc. to all water, sewer, gas, or electric lines or appurtenances and to all other public or private property, facilities and improvements along within, or adjacent to the Work. The Contractor must notify the proper representatives of any public service or utility corporation and company, or any individual not less than twenty-four (24) hours in advance of any Work which may damage or interfere with the operation of such property, along, within, or adjacent to the Work. Contractor is responsible for all damage or injury to property, or any character resulting from an act, omission, neglect, or misconduct in the manner or method of executing the Work or Project. When and where any such direct or indirect damage or injury is done to public or private property due to an act, omission, neglect, or misconduct in the execution of Work or the non-execution of the Work or Project, the Contractor must restore at his expense, such property to a condition similar or equal to that existing before such damage or injury was done, by repairing, rebuilding, replacing, or restoring such property as may be directed or the Contractor must make good for such damage or injury by payment of damages or in an acceptable manner.

28. ADJUSTMENT OF EXISTING STRUCTURES:

The Contractor must make all necessary adjustments, alterations, relocating or resetting to the required grade and/or alignment of existing structures, facilities, improvements, equipment or appurtenances which are not to be removed or abandoned, in accordance with these Specifications and conformity with the lines, grades, elevations, and dimensions shown on the Plans or as may be established by the Engineer in a Change Order.

29. UTILITY ALTERATION:

When an Oklahoma City utility asset alteration is a part of the Work to be performed by the Contractor as a part of this Contract, such Work shall be done in conformity with the requirements of the Standard Specifications for new work of this type. The cost of any such alteration must be included by the Contractor in cost of other items, unless otherwise expressly shown in the Detailed Bid Form.

30. STORM SEWER PIPES

The cost of repair or re-laying of any storm sewer pipe encountered during construction shall not be paid for separately, unless otherwise specified and a detailed bid item has been established in the Detailed Bid Form. Such compensation shall be included in the cost of other items.

31. INSTRUCTION TO BIDDERS:

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A. The Contractor must furnish the manufacturer’s current production model of all equipment, available to the trade for a period of one year. Appurtenances and/or accessories not herein mentioned, but necessary for operation or maintenance or to furnish a complete unit, ready for use upon delivery, must be included, and must conform to the best practice known to the trade in strength, quality of material and workmanship, and are subject to these Specifications in full. These Specifications establish a minimum performance and quality standards.

B. The Contractor is responsible for corresponding with the City’s Utilities

Department engineering staff and utilities contractors at least seventy-two (72) hours prior to any existing water main or facility being shut-down to make a tie-in. The Contractor must also notify the City Utilities Department field employees who will operate all valves which require closing. The Contractor must give a minimum of seventy-two (72) hours written notice to all persons affected by shutdown of water mains or facilities. During the time water service is discontinued, a Field Inspector must be present on the Project site. The Contractor will use the method, equipment, and materials that will facilitate the quickest connection and restoration of water service. The Director of the City's Utilities Department reserves the right to set the timing of any proposed water main or facility shut-down. Contractor may be required to make connections or work during off-peak hours including, but not limited to, overnights and/or weekends, or 24 hours/day as may be necessary to minimize impacts. The Contractor must Work whatever hours are necessary to minimize the shutdown period at no additional cost to OCWUT.

C. When using tapping sleeves or tapping saddles with the appropriate

valves, all tapping operations are to be made in accordance with the recommendations of the pipe manufacturer involved. Tapping operations must be conducted in the presence of the Field Inspector.

D. The Contractor is responsible for maintaining continuous access to all

businesses and homes. The Contractor will repair or replace any driveway cut along the project site. If there is only one access point, a temporary access must be constructed. The Contractor will coordinate the driveway cut with the respective business or home owner. This item shall be considered as incidental construction work and costs. The Contractor shall not receive additional payment or reimbursement, less an except where, all work at that location is bored

E. The Contractor is responsible for the replacement or repair of traffic

control devices damaged during construction. Additionally, the Contractor shall contact Traffic Operations at 405-297-2648 for signal conduit location a minimum of 72 hours prior to construction. This item shall be considered as incidental work and costs include in other work.

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32. CONSTRUCTION ZONE CLEARING AND RESTORATION:

The Contractor must use every precaution necessary to prevent damage to all trees, shrubs, fences, sidewalks, driveways, pavement, etc. adjacent to the line of construction and outside the Project site. The Contractor must repair or replace all damaged property at Contractor’s own expense. Where sidewalks and paved driveways are to be removed and replaced, Contractor will be paid at the unit bid item price for such items. Gravel or dirt driveways must be restored to the equal or better than original condition and cost of same are incidental work which must not be paid for separately, but will be included by Contractor in unit bid item prices for other items. The removal of shrubs, hedges, bushes, fences, etc., and other obstructions not listed separately as a Contract Bid Item, will not be paid for directly as such, but are considered incidental work, and the cost will be included by Contractor in such contract unit bid item prices as are provided. Contractor is responsible for removing and resetting all existing fences, mailboxes, and clothesline poles in a condition equal to or better than those existing at the time of construction.

33. CLEAN-UP:

A. Water main installation procedures require clean-up operations to follow excavation and construction a distance not to exceed three hundred (300') feet.

B. Sodding, seeding, sprigging, and fertilizing operations will be

accomplished following completion of water main installation. Sod will be preserved and replaced in areas where heavy sod existed prior to construction.

C. The Contractor must backfill with compaction as provided herein.

Compaction of trench backfill under landscaping must be 90% standard proctor density. Compaction of trench backfill under driveways, sidewalks, roadways, etc. must be to 95% standard proctor density. Test will be performed to assure density by a testing company assigned by OCWUT or the City Engineer. All failed tests will be deducted from the Contractor's Uniform Vouchers and Invoices.

34. ABANDONED WATER LINES:

All water lines that are to be abandoned in place must be cut to the nearest connection and either capped or plugged as required to provide a watertight connection. Water lines shall not be abandoned until all related improvements,

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connections, and services have been completed, tested, and approved. Caps or Plugs along with any associated joint restraints will be paid for directly per unit bid pay item price. Cutting and dewatering of the waterline are considered incidental and costs of these items are to be included by Contractor in other bid items. Contractor is responsible for providing the appropriate plug or cap for the Work. When an existing valve is abandoned in a grassy area, the box is to be pulled and the top nut removed from the valve and the void from the box filled with soil and compacted level with the surrounding ground surface. When an existing valve is abandoned in a paved area, the valve box is to be filled with concrete. All materials, labor, tools, and equipment for valve abandonment are considered incidental and costs are included by Contractor in other unit bid item prices.

35. CONTROL OF THE WORK AND MATERIALS:

All Work shall be done under the supervision of the Engineer or Engineers Representative and to their satisfaction. The Engineer or Representative has the right to establish any sequence or priority of operations for this Project. The Engineer or Representative will determine the amount of Work performed and if the quality of Work and materials furnished meet the Contract Documents. Engineer’s or Representative’s decisions and estimates are final.

36. DISINFECTION OF WATER MAIN:

The water main must be disinfected by the Contractor in accordance with the requirements of AWWA C651 (AWWA STANDARD FOR DISINFECTING WATER MAINS LATEST REVISIONS).

37. FLUSHING THE WATER MAIN:

The site for flushing must be selected by the Contractor subject to the approval of the Engineer or Representative and must include adequate provision for dechlorinating and drainage that does not discharge onto private property or the City storm drainage system without authorization and approval. Contractor must pay for all potable water used for flushing and such cost is considered incidental and the Contractor must include the cost in other unit bid item prices.

38. HYDROSTATIC TESTING:

The Contractor must perform hydrostatic testing in accordance with AWWA STANDARD ANSI/AWWA C600-87, EXCEPT AS MODIFIED HEREIN: All newly laid pipe is subjected to the Hydrostatic Pressure Test of 150 psi against all new closed valves or all existing valves that have been approved by the Engineer or Representative. In case of any failed hydrostatic tests, Contractor NOT FOR C

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must make necessary repairs and retest the line at no additional expense to OCWUT until the line has passed.

39. MATERIAL SPECIFICATIONS:

A. The Contractor must furnish Ductile Iron Pipe and Fittings conforming to the latest revisions of the applicable Standards as follows:

AWWA C104, AWWA C110, AWWA C111, AWWA C150, AWWA C151, AND AWWA C153

B. The working pressure must be 150 psi, and the surge pressure must be 100

psi, making the total design pressure to be 250 psi, unless otherwise specified in these Specifications.

C. Ductile Iron Fittings must be compact, conforming to the provisions of AWWA C153/A21.53-88, American National Standard for ductile-Iron Compact Fittings, 3 inch through 16 inch, for Water and other Liquids.

D. Gate Valves must be Metal Seated, conforming to the provision of AWWA C500 (latest Revisions). The minimum design working pressure must be 200 psi for valves 12-inch and smaller, and 150 psi for valves with diameters of 14-in and larger, unless otherwise specified in these Specifications.

E. Valve Box Extensions – The Contractor must use cast iron valve box extensions per Section 521.02 of the Standard Specifications. PVC will not be allowed.

F. 316 Stainless Steel Nuts and Bolts must meet the requirements of ASTM

F593 Alloy Group 2. 316 Stainless Steel T-Bolts must meet the requirements of ASTM A193 Grade B8M Class 1, with a minimum tensile strength of 75 ksi and minimum yield strength of 30 ksi.

G. Carbon Steel Nuts and Bolts must meet or exceed the requirements of

ASTM A307/A563 Grade B with a minimum tensile strength of 60 ksi. Carbon T-Bolts and nuts must meet the requirements of ASTM A242/A588 with a minimum tensile strength of 60 ksi. All carbon nuts and bolts must be coated with Xylan 1424-524 polytetrafluoroethylene (PTFE) coating with a thickness of coating must be in the range of 1.5 to 2.5 mils having a minimum tensile strength of 2 ksi and corrosion resistance in a salt fog spray per ASTM B-117 up to 1,000 hours.

40. SUBMITTALS:

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The contractor must supply shop drawings and submittal for all equipment and materials for approval by the Engineer to be incorporated into the Work or Project and contractor may only use equipment and material for which submittals have been approved by the Engineer. The Contractor must submit the following data and drawings: A. Detail drawings of pipes, specials, fittings, joints, gate valves, air release

valves, and fire hydrants with design calculations for internal pressure, internal vacuum pressure and external load conditions.

B. Detail tabulated pipe laying schedules corresponding to the numbers or

identifications painted on the pipes, specials appurtenances, valves and fittings.

C. Quality assurance test reports for pipes, specials appurtenances, valves and

fittings. D. Quality control test reports for each production run of pipe, specials

appurtenances, valves and fittings including tensile test, charpy impact test, mill test reports of ductile iron material, steel material, polyvinyl chloride material, and other materials used.

The contractor must submit manufacturer’s pipe installation guide. The contractor must submit manufacturer’s written quality control procedures. A minimum of one (1) hard copy and one (1) digital copy of all the submittals shall be provided by the Contractor to the Engineer for review. Engineer will return one (1) digital reviewed copy. If Contractor requires additional hard copies, the Contractor must provide them with the submittal. No pipe, special sections, appurtenances, valves and fittings may be manufactured until the shop drawings have been reviewed by the Engineer with no exception noted or stamped “Exceptions indicated, revise and resubmit for record purposes only”.

41. TRENCH EXCAVATION:

A. Trench excavation for pipelines will consist of excavation necessary for the construction of water lines and all appurtenant facilities therefore, including manholes, valves, specials, fittings, appurtenances, inlets, outlets, concrete saddles, pipe embedment materials, and pipe protection It shall include site preparation, backfilling and tamping of pipe trenches and backfilling and tamping around structures and the disposal of waste materials, all of which must conform to the applicable provisions of these Specifications.

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B. Trench excavation must be made in open cut and true to the lines and

grades shown in the plans or established by the Engineer, unless tunneling or boring is shown or specified. Whenever practical, the banks of the trenches must be cut in vertical, parallel planes equidistant from the pipe centerline. The horizontal distance between such planes or the overall width of trench must be in the dimensions shown in the plans. Whenever sheeting is used, the distance between vertical planes must be measured from the inside faces of the sheeting. Whenever vertical banks for trench excavation are not practical to construct or create dangerous conditions to workmen, the banks may be sloped provided that such excavation does not damage adjacent structures. Whenever trench banks are sloped, such banks must be cut by the contractor to vertical planes as specified above for that part of the ditch below the level of 12 inches above the top of the pipeline. For unit bid item contracts, the width of excavation, including rock excavation, to be used in the determination of pay quantities must be as shown in the plans. The bottom of the trench must be level in cross section and must be cut true to the required grade of the pipe except where concrete cradles or pipe embedment materials are shown in the plans, specified or authorized by the Engineer, in which case the excavation may extend to the bottom of the cradle or pipe embedment materials.

C. Bell holes for bell-and-spigot pipe must be excavated by the Contractor at

proper intervals so that the barrel of the pipe will rest for its entire length upon the bottom of the trench. Bell holes must be large enough to permit proper installation of joints in the pipe. Bell holes must not be excavated more than 10 joints ahead of pipe laying.

D. Whenever mulch, quicksand, soft clay, swampy material or other material

unsuitable for foundations or sub-grade are encountered which extend within the limits of the excavation, such material must be removed and replaced with pipe foundation material. The pipe foundation material shall be crushed stone material meeting the following gradation requirements:

Nominal Sieve Size Percent Passing 2 inch 100% 1/2 inch < 30%

The foundation material must be power tamped in six-inch layers. Pipe foundation material as described herein will be measured for payment only in specific locations where its use is authorized in writing by the Engineer before the Work is performed.

E. Pipe trenches must not be excavated more than 300 feet in advance of pipe

laying; and all Work must be performed so as to cause the least possible

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inconvenience to the public. Temporary bridges or crosswalks must be constructed wherever necessary to maintain vehicular or pedestrian traffic. Crosswalks and bridges must have handrails or other features necessary for safe use by the public.

F. In all cases where materials are deposited along open trenches, the

materials must be placed so that in the event of rain no damage will result to the Work materials, or adjacent property.

G. All trenches left open must be protected by barriers and/or fences to

safeguard public from accessing the open trench. The Contractor is liable for all incidents regarding the safety and protection of any open trench.

42. SHEETING SHORING AND BRACING:

A. The sides of all excavations must be sufficiently sheeted, shored and braced whenever necessary of all excavations to prevent slides, cave-ins, settlement or movement of the bank. The Contractor must maintain the excavation clear of obstructions that will, in any way, hinder or delay the progress of the work or endanger workmen. Wood or steel sheet piling designed by the Contractor’s registered professional engineer licensed in the State of Oklahoma must be used when necessary. All sheeting, shoring and bracing must have sufficient strength and rigidity to withstand the pressures exerted. The Contractor must maintain the walls of the excavation properly in place and protect all persons and property from injury or damage.

B. Whenever excavations are made adjacent to existing buildings or other

structures or in paved streets or alleys, the Contractor must take particular care to sheet, shore and brace the sides of the excavation adequately to prevent any undermining of or settlement beneath such structures or pavement.

The Contractor will be liable for and responsible to restore any damage to any structure or injury to any person that results from his operations.

C. Sheeting, shoring or bracing materials must not be left in place unless as

shown in the plans or permitted by the Engineer. Such materials must be removed in such manner as will not endanger or damage the new structure or any existing structures or property, either public or private, in the vicinity, and must be removed so as to avoid cave-ins or slides. All trench sheeting and bracing must be left in place until the trench has been backfilled one foot above the top of the pipe.

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D. Sheeting, shoring and bracing are considered incidental and an integral part of the excavation Work and no specific payment will be made therefore.

43. DEWATERING EXCAVATION AREAS:

A. The Contractor must provide and maintain ample equipment with which to remove all water from every source which enters excavations for structures and pipelines. Dewatering operations must ensure dry excavations and the preservation of the elevations of the bottoms of the excavations shown in the plans. The Contractor will not allow surface water to enter excavated areas.

B. Where the areas to be excavated are located under water surfaces or near

the banks of flowing streams or other bodies of water, the Contractor may adopt and carry out any method of dewatering the Contractor may deem feasible for the performance of the excavation work and for protection of the Work thereafter, provided that the method and equipment to be used results in completed Work which complies with these Specifications and is acceptable to the Engineer. In all cases, the excavation area must be effectively protected from water damage during the excavation period and until all contemplated construction work therein has been completed.

C. Prior to beginning excavation for structures which are to be constructed at

or below the ground water table, the contractor must lower ground water levels and maintain ground water table at a level at least three (3) feet below the bottom of such structures. The lowered ground water level must be maintained until backfill operations and all associated work with the structure and appurtenances has been completed.

D. The Contractor is responsible for damage to structures caused by

hydrostatic displacement during construction operations. E. The cost of all temporary construction work necessary to dewatering

excavated areas, including but not limited to the costs of placing and removing sand bags, coffer dams, sheet piling, excavation and backfill is considered incidental and an integral part of the cost of excavation and no separate payment will be made therefore.

44. BACKFILLING TRENCHES:

Contractor obligations for backfilling trenches;

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A. After a section of pipe is properly installed and approved by Engineer and/or Engineer Representative for backfill, the trench must be backfilled with the remaining embedment envelope and compacted to depths as shown in the plans.

B. The initial backfill material placed on top of the pipe embedment shall be

native backfill in non-paved areas. . Native backfill must be carefully placed and compacted to 90 percent standard proctor density. Native backfill must consist of loose earth, free of clods, stones, vegetable matter, boulders, or debris material. The contractor must carefully place and compact backfill. In cases of excavation beneath driveway and/or roadways, refer to Special Provisions for Pavement Backfill.

C. Backfilling around structures must be done per the plans in the manner

specified for pipe trenches by power tamping for the full depth of cut from the bottom of the finished grade.

D. All backfilling must be done in such manner as will not disturb or injure

the pipe or any structure over or against which it is being placed. If any pipe or structure is damaged or moved from its proper line or grade during backfilling operations, then the contractor must open up the trench and repair the pipe or structure and then backfill as specified.

E. The Contractor must replace all surface materials and must restore paving,

curbing, sidewalks, gutters shrubbery, fences, sod, and other surfaces disturbed during backfill activities to a condition equal to, or better than, that before the Work began, furnishing all labor and materials incidental thereto as provided elsewhere in these Specifications.

45. FIELD QUALITY CONTROL:

Field inspection and testing will be performed for all pipeline as follows: A. Preliminary inspection/test The preliminary inspection/test must demonstrate that:

(1) The pipe and the pipe coating and lining if applicable, specials and fittings have not been damage during shipping, storage or installation.

(2) The pipe trench has been prepared as per the plans. (3) Proper pipe bedding as shown in the plans has been provided

before the pipe is installed.

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(4) All field joint assembly has been installed correctly. (5) Anchors and thrust blocks have been provided and sized according

to the plans. (6) Backfilling has been done as specified and as shown in the plans. (7) Specials, fittings and appurtenances have been properly connected.

B. Prefinal inspection/test

Prefinal inspection/testing must include conducting the hydrostatic field test per the Standard Specification. A leakage test must be conducted concurrently with the hydrostatic pressure test.

C. Final inspection/test

The final inspection/test must demonstrate that under conditions of operation: (1) Is free of any pipe, pipe coating and lining damages.

(2) Is free of any visible leaks.

(3) The allowable leakage is less than that specified in the Standard

Specifications.

46. CASING SPACERS

The Contractor must use casing spacers with stainless steel bands and risers and runners comprised of a glass-filled polymer as manufactured by Advance Products Systems, Inc., or approved equal. The use of wood skids will NOT be allowed. Grout fill of the annulus inside the steel casing is NOT required for bores, aerial crossings, or steel casing installed by open-trench.

47. CONCRETE FOR THRUST BLOCKS:

High Early Strength Concrete must be used for thrust blocks. Compressive strength of concrete shall be 3500 psi at seven (7) days.

48. SERVICE REPLACEMENT AND INSTALLATION:

Long Service Connection: All labor and materials necessary for the installation and connection of a new long service line from the new water main, to the existing meter, also includes boring the street.

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Long Service Connection With Meter Relocation: All labor and materials necessary for long Service Connection plus the removal and reinstallation of the meter tile, complete with appurtenances, and reconnection to the house line within the right of way.

Short Service Connection: All labor and materials necessary for the installation and connection of a new short service line from the new water main, connecting to the existing meter. Short Service Connection With Meter Relocation: All labor and materials necessary for short Service Connection plus the removal and reinstallation of the meter tile, complete with appurtenances, and reconnection to the house line within the right of way. When the existing meter tile or setter is not in good condition, the Contractor will furnish new meter tile and setter at no additional cost to the City. All Work not classified as a unit bid item is considered as incidental and the cost thereof must be included by the contractor in the unit bid item price. If the existing meter is broken or requires replacement the Meter Shop shall be notified and the City will replace the meter. The Meter Shop can be contacted at 405-297-3990. All service line bores or paving cuts must be included in the cost of the unit bid item price for Single Long Service Connection, or the Single Long Service Connection With Meter Relocation.

49. SALVAGE OF FIRE HYDRANTS AND VALVES:

Where indicated in these plans, the Contractor must work in a careful manner so as not to damage the fire hydrant or valve. These hydrants and valves shall be delivered by the Contractor to the Oklahoma City Utilities Department, Line Maintenance warehouse, located at N.W. 5th Street and Pennsylvania Avenue.

50. DRIVEWAY AND STREET BORE:

Driveways which are indicated to be bored must be accomplished without casing, unless otherwise indicated in the plans. Payment for driveway bore is limited to the width of the bored driveway plus five (5) feet additional on each side of driveway.

51. BORES All bores constructed in advance of installation of the water main by more than 300 linear feet will be at the risk of the Contractor. Any re-boring of bores will be NOT FOR C

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at no additional cost to OCWUT or City and no additional contract time will be due or granted.

52. REMOVAL AND REPLACEMENT OF DRIVEWAYS:

Driveways that have been designated in the plans to be removed and replaced, must be removed and replaced from the pavement edge to the first existing pavement joint or the right-of-way on the house side of the new water main. OCWUT reserves the right to direct, by amendment, such additional driveways in the project area be replaced and the Contractor will be paid at the unit bid item price for such items. However, the Contractor is responsible for removing and replacing paving and driveways not designated in the plans that are damaged due to the Contractor’s negligence at the Contractor’s expense and without payment from OCWUT. Concrete driveways shall be replaced with 6-inches thick of 3500 psi non-reinforced High Early Strength Portland cement concrete (with appropriate jointing). The trench shall be backfilled with Type A per Standard Specification 923.01 and will not be paid directly; cost shall be included by the contractor in unit bid item prices. Concrete driveways in the plans will be paid for at the contract unit bid item price per square yard. The 2-inch sand cushion for driveway replacement as seen on Sheet D-800 (Standard Detail) will not be paid for separately, but will be incidental and included in the unit bid item price per square yard for the quantity of (concrete or asphalt) driveway removed and replaced.

53. PAVEMENT BACKFILL (Type A) – Oklahoma City facilities only:

The water main trench at driveways and at pavement cut and permanent repair locations must be backfilled with Type A per Standard Specification 923.01 and placed in 6-inch (6”) lifts for hand tamped equipment and thirty inch (30”) lifts for self-propelled or power driven equipment, to obtain full compaction of 95% standard proctor density, prior to replacing the pavement. The Contractor must collect truck delivery tickets at the job site and obtain the signature of the inspector. These truck delivery tickets will not be the basis for payment to the Contractor. Truck delivery tickets will be used only to confirm delivery to the project site. Backfill material will not be paid directly; cost must be included by contractor in other unit bid item prices. Nominal Size Percent Passing 1½ inch 100%

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¾ inch 40 to 100% ⅜ inch 30 to 75% No. 4 25 to 60% No. 10 20 to 43% No. 40 8 to 26% No. 200 4 to 12%

54. PAVING CUT AND PERMANENT REPAIR:

In areas where a pavement cut and repair is required, the Contractor must remove the pavement in two (2) stages. The first stage is cutting the trench width. The second stage cuts a 2-foot wide strip on each side of the water main trench that must be made prior to replacement of the pavement and after the water line construction and backfill is completed. All cuts must be made in a straight line using appropriate cutting equipment. The Portland cement concrete used for pavement replacement must be constructed of High Early Strength 3500 psi concrete, and must conform to these Specifications. Pavement for reinforced concrete pavement patches must be made at the unit bid item price per square yard, computed on the basis of the trench pay width, plus 4 feet multiplied by the length of the paving replacement. The unit bid item price shall include all the expense involved in furnishing labor, material and equipment required to provide a complete replacement. This item shall be paid for as “Paving Cut and Permanent Repair-Concrete”.

55. COLOR AUDIO-VIDEO OF PRECONSTRUCTION, FINAL RECORD

(RECORDED DIGITALLY ON DVD) Scope Prior to commencing Work, the Contractor must make a continuous color audio-video recording, recorded digitally on DVD, and made of the entire Project site and surrounding areas in a manner that logically follows the entire Project path in a continuous manner and a minimum of 100 feet from both sides of the construction centerline or from building face to building face. The Contractor must make a color audio-video recording, recorded digitally on DVD, made of the entire Project at completion. These recordings will serve as a record of pre-construction and post-construction conditions. Contractor must submit one copy to the Project Engineer and one copy to Field Services for these phases of Audio-Video recording. The contractor will be responsible for damages and repairs for which pre-construction recording is inadequate to definitively establish pre-construction condition. Professional Electrographers

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SP 660 - 41 of 50

The Contractor must engage the services of a professional electrographer. The color audio-video DVD must be prepared by a responsible independent commercial firm known to be skilled and regularly engaged in the business of pipeline construction color audio-video (DVD) documentation. Equipment All equipment, accessories, materials and labor to perform this service must be furnished by the Contractor. The total audio-video system must produce bright, sharp, clear pictures with accurate colors and must be free from distortion, tearing, rolls, or any other form of imperfections. The audio portion of the recording must produce the commentary of the camera operation with proper volume, clarity and be free from distortion and interruptions. Recorded Information-Audio Each DVD must begin with the current date, project name and municipality and be followed by the general location, i.e., viewing side and direction of progress. The audio tract must consist of an original live recording. The recording must contain the narrative commentary of the electrographer, recorded simultaneously with his video of the zone of influence of construction.

Recorded Information-Video All video recordings must begin by displaying digital information to include the date and time of recording. The date information must contain the month, day and year. Additional information must be displayed periodically. Such information must include, but not be limited to, project name, contract number, direction of travel and the viewing side. Lighting All video recording must be done during times of good visibility. During precipitation, mist or fog, artificial light must be provided to properly illuminate the objects. Speed of Travel The rate of speed in the general direction of travel used during video recording, as well as panning and zooming rates, must be sufficiently controlled to maintain a clear view of the objects.

Area of Coverage

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SP 660 - 42 of 50

Video recording coverage must include all surface features located within the zone of influence of construction and surrounding areas supported by appropriate audio coverage. Such coverage must include, but not be limited to, existing driveways, sidewalks, curbs pavement, ditches, landscaping, culverts, fences and headwalls within the area covered and a minimum of 100 feet from both sides of the construction centerline or from building face to building face. Video recording coverage also must include of water main, tapping and service connection.

56. VALVES, TAPPING SLEEVES, HYDRANTS, PIPE, FITTINGS, & JOINT

RESTRAINTS:

The Air Release and Vacuum Valve must be manufactured by Apco Valve & Primer Corporation, Val-Matic Valve and Manufacturing Corporation or approved equal. Gate Valves, Butterfly Valves, and Tapping Valves must be Mechanical Joint and manufactured by American Cast Iron Pipe Company, Mueller Co., U.S. Pipe, Pratt, Clow, DeZurik, M & H, East Jordan Iron Works Flow Master, J & S Valve, Inc., Crispin Valves, or approved equal. Tapping Sleeves must be Ductile Iron or Steel, Mechanical Joint and must be manufactured by U.S. Pipe, American Cast Iron Pipe Company, JCM Model, 6439 and 6459, Smith Blair Model 623 and 665, The Ford Meter Box Co., Inc., and Model 3490 Mechanical Joint by Power Seal Pipeline Products Corporation. All Steel Tapping Sleeves must have Fusion-Bonded Epoxy Coating and Type 316 Stainless Steel Bolts and Nuts or Xylan Coated Nuts and Bolts. All Stainless Steel Tapping Sleeves must be type 316 Stainless Steel, and Type 316 Stainless Steel Bolts and Nuts.

Hydrants must conform to AWWA Standard C502, latest revision. Hydrants must be American Darling (Model 5¼” B-84-B), Mueller Centurion 200 Model A-423, M & H Reliant Model 129, U.S. Metropolitan, Clow Medallion, or East Jordan Iron Works WaterMaster 5CD250. Ductile Iron Pipe and Fittings must be manufactured by U.S. Pipe and Foundry Co., Griffin Pipe Products Co., America Cast Iron Pipe Co. and McWane Cast Iron Pipe Company. Ductile Iron Fittings manufactured by Tyler Pipe, SIGMA, Star Pipe Products, Pipeline Components, Inc, Accucast MJ C153, and Serampore Industries dba SIP Industries must be accepted. All Ductile Iron Pipe and Fittings must be installed with Polyethylene Encasement. Joint restraint gland must be Megalug and manufactured by Ebba Iron Sales, Inc., or Uni-Flange by The Ford Meter Box Co., Inc., Stargrip by Star Pipe Products or approved equal.

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SP 660 - 43 of 50

57. ORDER OF CONSTRUCTION

The Contractor must start at enough different locations to complete the entire Project within the time limit specified. Water line appurtenances must be constructed concurrently with the Water Line. Postponing the construction of appurtenances until the water line has been completed, or the constructing appurtenances in advance of the construction of the water line, is not permitted.

Unless otherwise directed by OCWUT, the Contractor shall leave no more than six hundred (600') feet between backfilling operations and the complete restoration of paving, paving cut and permanent repairs, driveway permanent repairs, fencing, sodding, etc. When temporary surfacing is provided for in the plans, the Contractor must complete temporary paving repair immediately after backfill is completed.

58. DELIVERY OF MATERIALS

Construction materials must not be delivered to the Project site more than three (3) days in advance of their anticipated use Pipe or other materials on hand must not be delivered to the Project at any time be in excess of the amount required to complete six hundred (600') feet of water line, unless with special permission of the Engineer and/or OCWUT.

59. STORED MATERIALS AND EQUIPMENT

The quantities shown in these specifications are estimated quantities. The Contractor will be responsible for documenting and verifying the actual amount of materials necessary for completion of the Project. OCWUT, upon verification and approval, will pay the suppliers invoice price for stored materials up to but not in excess of the estimated amount per bid item. OCWUT does not pay directly for items including tax, shipping, handling, fees, etc.; these costs must be accounted for and included in the unit bid item price for the stored materials. Suppliers’ Invoices of stored materials must indicate the same unit as the unit bid item. Stored materials are subject to Sections 109.17.05 and 112.03 of the Standard Specifications for Construction of Public Improvements (latest edition).

The Owner Trust will not pay for stored materials and equipment not installed at the completion of the Project. Any excess stored materials will be deducted from the final pay claim. Any previous payment by OCWUT for excess stored materials in excess of final claim must be repaid by the Contractor to OCWUT. OCWUT will not pay costs such as return shipping, handling, restocking, etc. of excess stored materials.

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SP 660 - 44 of 50

Payment will only be made for stored materials, or stored at the Contractor’s facility or Project Site and accessible by Inspection Services.

The Contractor must obtain insurance, as evidenced by a certificate of insurance, against damage, loss, and theft of the stored materials in the amount of the value of the materials, the invoice price or the unit bid item price, whichever is highest. The Contractor must provide a copy of the certificate of insurance for all stored materials with the invoice/claim for payment.

60. TEMPORARY SURFACING (ASPHALT) – Oklahoma City facilities only

This section covers the placing of temporary surfacing on areas to be used as temporary crossings and temporary routes of ingress and egress to residences and places of business related to, adjacent to, or near the Project. This Work must be constructed on a prepared sub-grade in reasonable close conformity with the existing surfaces or as established by the Engineer. Cross streets, side streets, approach streets, and temporary driveways to residences or places of business must be shaped to a reasonable cross section to prevent ponding of water. Holes, waves and undulations which develop must be corrected by blading and/or adding more material. The shaping of the surface material must be continued until it is well-compacted, free from ruts, waves, and undulations. Excess material not required for maintenance must be removed from the Project site and the site restored to the same condition before construction began. The completed temporary surface must be maintained in this condition until permanent repairs are constructed. Asphalt must be used as temporary surfacing material. Asphalt material must be type “A” mix placed a minimum of three (3”) inches, and compacted on a prepared sub-grade in accordance with the requirements of these Specifications for asphalt paving.

61. GPS “AS-BUILT” SURVEY The Contractor must provide a complete GPS “As-Built” Survey for every one hundred feet (100’) along the alignment of the Project, and, coordinates of the valves, fire hydrants, existing water meters, and similar appurtenances. Complete As-Built plans, AutoCad drawing and coordinates data sheet must be submitted by Contractor to the Project Engineer for approval with the final claim. This task must be performed by a registered professional land surveyor in the State of Oklahoma. Data submitted must be tied to Oklahoma State Plane Coordinate System. The final claim will not be paid without complete and approved GPS “As-Built” survey.

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SP 660 - 45 of 50

62. BORING TEST HOLE INFORMATION: Test hole information, when shown in the Plans or included in the Specifications, shall only represent subsurface characteristics to the extent indicated, and only for the point location of the test hole.

Each Bidder must make his own interpretation of the character and condition of the materials which will be encountered between test hole locations. Each Bidder may, at Bidders own expense, make additional surveys and investigations as the Bidder may deem necessary to determine conditions which will affect performance of the Work. Neither the City nor OCWUT will provide any further test hole information other than what is already represented in the Plans or Specifications.

The Contractor will be responsible for completion of the Work even if subsurface characteristics, rock or other materials are encountered during construction. No additional compensation or contract time will be provided for impacts resulting from subsurface characteristics, rocks or other materials encountered.

63. REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK:

All Work which has been rejected or condemned or which is defective must be repaired or if it cannot be satisfactorily repaired it must be removed and replaced at the Contractor’s expense. Defective, rejected, and condemned materials must be removed immediately from the Project Site. Work done without lines and grades; work done beyond the lines or not in conformity with the grades shown on the plan; work done without proper inspection; or any extra or unclassified work done without written authority by a prior change order or amendment will be considered unauthorized. Unauthorized work will not be measured or paid. Unauthorized work may also be ordered removed at the Contractor’s expense. If the Contractor fails to immediately and satisfactorily repair or remove and replace, any rejected, defective, unauthorized, or condemned work or materials, OCWUT will, after giving written notice to the Contractor, have the authority to have defective work remedied or removed and replaced by others and will deduct the cost thereof from any compensation due to the Contractor. At OCWUT’s sole discretion, OCWUT may accept rejected, defective, unauthorized or condemned work or materials and make an equitable deduction from the contract price or payment due the Contractor.

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SP 660 - 46 of 50

64. SODDING AND SPRIGGING

Solid Slab Sodding, Row Sprigging , Broadcast Sprigging Method A, and Broadcast Sprigging Method B will be measured by the square yard of sodded area and installed per Section 840 of the City’s Standard Specifications for Construction of Public Improvements. The measurement of sodded area will be fifteen feet (15 ft) each side measured from the centerline of the waterline pipe placement for a total width of thirty feet (30 ft). Additional sodding beyond this limit must be placed by Contractor at the Contractor’s expense, and without additional payment.

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SP 660 - 47 of 50

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SP 660 - 48 of 50

OCWUT Project Nos. WC-0931/SC-1011

MAINTENANCE BOND

(Private Contract) KNOW ALL MEN BY THESE PRESENT:

That We, ________________________________________________, as Contractor, and

_________________________________________________________, as Surety, are

held and firmly bound unto THE OKLAHOMA CITY WATER UTILITIES TRUST in

the full and just sum of _______________________________________________

Dollars ($ __________), such sum being equal to the contract price for a period of two

(2) years, for the payment of which, well and truly to be made, we, and each of us, bind

ourselves, our heirs, executors, and assigns, themselves, and its successors and assigns,

joint and severally, firmly by these presents.

Whereas, in a contract dated the _____ day of _________________, ______, with

The Oklahoma Transportation Authority, the Contractor agreed to construct

improvements in the City of Oklahoma City, being:

_______________________________________________________________________

________________________________________________________________________

________________________________________________________________________

all in compliance with the plans and specifications therefore, made a part of said contract

and on file in the Office of the City Clerk of the CITY OF OKLAHOMA CITY as the

Secretary of the OKLAHOMA CITY WATER UTILITIES TRUST. As a condition of

said construction contract and as a condition of the issuance of a work order by the City

Engineer, Contractor has agreed and hereby agrees to construct and maintain said

improvements in compliance with Oklahoma City standards and the aforementioned

plans and specification against any failure due to workmanship or material for a period of

two (2) years from the date of final formal acceptance of the improvements by the

OKLAHOMA CITY WATER UTILITIES TRUST.

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SP 660 - 49 of 50

NOW, THEREFORE, if said Contractor shall pay or cause to be paid to the

Trust, all damage, loss and expense which may result by reason of defective materials

and/or workmanship in connection with said work occurring within a period of two (2)

years from and after the final formal acceptance of said project by the Trust, then this

obligation shall be null and void, otherwise to be and remain in full force and effect.

It is further agreed that if the said Contractor or Surety herein shall fail to

maintain said improvements against any failure due to defective workmanship and/or

material for a period of two (2) years and at any time repairs shall be necessary that the

cost of making said repairs shall be determined by the OKLAHOMA CITY WATER

UTILITIES TRUST, or some person or persons designated by them to ascertain the

same, and if, upon thirty (30) days notice, the said amount ascertained shall not be paid

by the Contractor or Surety herein, or if the necessary repairs are not made, the said

amount shall become due upon the expiration of thirty (30) days and suit may be

maintained to recover the amount so determined in any Court of competent jurisdiction.

And that the amount so determined shall be conclusive upon the parties as to the amount

due on this bond for the repair or repairs included therein, and that the cost of all repairs

shall be so determined from time to time during the life of this bond as the condition of

the improvements may require.

It is further expressly agreed and understood by the parties hereto that no changes

or alterations in said contract and no deviations from the plan or mode of procedure

herein fixed shall have the effect of releasing the sureties, or any of them, from the

obligations of this bond.

IN WITNESS WHEREOF, the said Contractor has caused these presents to be

executed in its name and its corporate seal to be hereunto affixed by its duly authorized

officers; and the said Surety has caused these presents to be executed in its name and its

corporate seal to be hereunto affixed by its attorney-in-fact, duly authorized so to do, the

day and year first above written.

Executed this ________ day of ___________________, 20____, by the Contractor.

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SP 660 - 50 of 50

ATTEST: __________________________________ (Contractor)

____________________________________ _________________________________ Secretary/Witness President/Partner/Manager/Owner/Agent

ATTEST: ___________________________________ (Surety)

____________________________________ _________________________________ Secretary / Witness Attorney-in-Fact/Agent

REVIEWED and APPROVED by the Oklahoma City Water Utilities Trust this _______ day of ______________________, 20_______. ATTEST: OKLAHOMA CITY WATER UTILITIES TRUST ____________________________________ _________________________________ Secretary CHAIRMAN

CONCURRED by the Council for The City of Oklahoma City this ______ day of ______________________, 20_______. ATTEST: CITY OF OKLAHOMA CITY ____________________________________ _________________________________ City Clerk MAYOR

REVIEWED for form and legality. _________________________________ Assistant Municipal Counselor

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OPTIMIZED GRADATION FOR PORTLAND CEMENT CONCRETE PAVEMENT ______________________________________________________________________________________

SP 701 - 1 of 4


FOR SECTION 701

OPTIMIZED GRADATION FOR PORTLAND CEMENT CONCRETE PAVEMENT

JKT-2343A These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010.

(Add the following:) 701.01 MIX DESIGN AND PROPORTIONING

A. Classes of Concrete

If the Contractor provides a Class A concrete utilizing an Optimized Gradation Concrete Mix Design (OGCMD) procedure for use in Portland Cement Concrete Pavements, integral curb, combined curb and gutter, concrete sidewalk, concrete driveways and divider strip, the minimum cement content may be reduced to 470 lbs/yd3 [279 kg/m3]. Ensure Class A concrete used in OGCMD Pavements has a minimum flexural strength of 700 psi [4.83 MPa] at 28 days when tested in accordance with AASHTO T 97. Flexural strength testing will only be required for OGCMD approval and field testing of flexural strength will not be required of the Contractor or Engineer. At the option of the Engineer, the Authority may test flexural strength for acceptance or verification purposes.

C. Proportioning

For Class A and AP concrete utilizing an OGCMD procedure, ensure the concrete mix design is based on an absolute volume method for the class of concrete specified. Ensure the consistency of the concrete used for concrete pavement or curb and gutter is suitable for satisfactory placement of the concrete by slipform paving. Ensure OGCMD concrete mixtures are designed and produced in conformance with sections 414, 609, 610, 701, this special provision, and all appropriate special provisions in the contract. Ensure the OGCMD concrete used for high early strength concrete meets the minimum 28 day compressive strength requirement within 72 hours of placement. Submit an optimized gradation mix design at least 30 days before production to the Engineer. Do not place any optimized gradation concrete until the mix design is reviewed and approved by the Engineer.

Include at least the following information with each Optimized Gradation Concrete

Mix Design: • Project identification

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SP 701 - 2 of 4

• Name and address of the contractor and producer • A unique mix design name along with the mix designs class designation • Expected travel time from batch to placement • Aggregate sources • Gradations for each aggregate source. Sieve sizes shall include the 1 ½ in.

[37.5mm], 1 in. [25.0mm], ¾ in.[19.0mm], ½ in. [12.5mm], d in. [9.5mm], No. 4 [4.75mm], No. 8 [2.36mm], No. 16 [1.18mm], No. 30 [600μm], No. 50 [300μm], No. 100 [150μm], and the No. 200 [75μm].

• Hydraulic cement type and source • Types of cement replacement, if used, and sources • Types of admixtures and sources • Material proportions • Combined gradation charts

o Coarseness / Workability Chart o 0.45 Power Curve o Percent Retained Chart (see Figure A1)

• Air content • Slump • Unit weight • Water / cementitious materials ratio • Compressive and flexural strengths at 7 and 28 days • Compressive strength at 72 hours for high early strength concrete • When the combined aggregate gradation contains less than 40% natural sand fine

aggregate, provide the results of the acid insoluble residue test described in OHDL-25 for the combined aggregate that passes the No. 4 [4.75mm] sieve.

The optimized gradation concrete mix design and the initial job mix formula are the

responsibility of the contractor. Provide one uniquely named mix design for each type of portland cement concrete utilizing an optimized gradation. Ensure the job mix formula provided has a combined aggregate gradation that plots in Area II on a Coarseness/ Workability Chart as described in OHDL-52. The initial job mix formula shall establish a single percentage of aggregate passing each required sieve in 701.01.B.(6). for the combined aggregate gradation. Ensure that all necessary quality control steps are taken to maintain control of the combined aggregates job mix formula and ensure that all field samples plot in area II as described in OHDL-52.

Ensure the combined aggregate that passes the No. 4 [4.75mm] sieve has an acid

insoluble residue of at least 50% by weight when tested in accordance with OHDL-25. Determining an optimum combined aggregate blend will require the use of

OHDL-52 Figures 1 and 2 and Figure A1 as provided in the special provisions. Area II of the coarseness/workability chart will be the primary method used to ensure the aggregate combination will produce a concrete mixture with the appropriate properties for the intended application and placement method. Optimized Gradation Concrete Mix Designs that plot outside of Area II will not be approved. The 0.45 power curve and Figure A1 will

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SP 701 - 3 of 4

be used as secondary means to verify the coarseness/workability chart results and to identify areas deviating from a well graded aggregate combination. Any optimized gradation that plots outside the boundary limits of Figure A1 may be rejected.

To meet the optimized graded concrete pavement provision criteria, the batch weights, individual aggregate sieve analysis, SSD specific gravities of the aggregates, and other material information will be inputted into the OGCP spreadsheet, available online at http://www.optimizedgraded.com/recommended-specification.html or from the Engineer. The OGCP spreadsheet will evaluate the following requirements:

• The combined gradation must be within the boundary limits for each sieve size. • The total volume of fine sand (#30-200) must be within 24% and 34% of the

aggregate content used. • The total volume of coarse sand (#8-#30) must be 15% or greater. • Limit the flat or elongated coarse aggregate to 15% or less at a ratio of 1:3

according to ASTM 4791.

Figure A1 – The limits for the minimum and maximum boundary limits. Submit new mix designs if: 1. The optimized gradation concrete mix design is rejected by the Engineer, 2. The source of any material changes, or 3. The mix design produces unacceptable workability or production test results.

701.05 FINE AGGREGATE

0%

5%

10%

15%

20%

25%

1.5"1"3/4"1/2"3/8"#4#8#16#30#50#100#200

% R

etai

ned

Sieve No.

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http://www.optimizedgraded.com/recommended-specification.html


SP 701 - 4 of 4

B. General Requirements

Fine Aggregate used for OGCMD Class A and AP concretes for Portland Cement Concrete Pavement does not have to meet the gradation requirements of section 701.05C; the gradation requirements provided in Section 701.01 of this special provision shall be met instead.

All natural sand sources of fine aggregate shall be from a fine aggregate source on

the Approved Materials List for use in hydraulic cement concrete or limited use. All crushed fine aggregate (manufactured sand) in the mix shall be obtained from a coarse aggregate source on the Approved Materials List for use in hydraulic cement concrete.

701.06 COARSE AGGREGATE

B. General Requirements

Coarse Aggregate used for OGCMD Class A and AP concretes for Portland Cement Concrete Pavement does not have to meet the gradation requirements of section 701.06; the gradation requirements provided in Section 701.01 of this special provision shall be met instead.

All OGCMD aggregate sources that have material retained on or above the ½ inch

[12.5 mm] sieve will be considered coarse aggregate. Ensure all coarse aggregate is obtained from a source on the Approved Materials List for use in hydraulic cement concrete.

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HAMBURG RUT TESTING OF HOT MIX ASPHALT ____________________________________________________________________________________________

SP 708 - 1 of 1


FOR SECTION 708

HAMBURG RUT TESTING OF HOT MIX ASPHALT

JKT-2343A

These special provisions amend, and where in conflict, supersede applicable sections of the

Standard Specifications for Turnpike Construction, Edition of 2010.

708.04 COMPOSITION OF MIXTURES (Revise the following:)

Remove references to APA rut depth in Tables 708:8, 708:9, 708:10, and 708:11.

Add the following Table between Tables 708:11 and 708:12:

Table 708:11a Hamburg Rut Test Requirementsa, b

Binder Grade Minimum Number of Passes to 12.50 mm Rut Depth, Tested at 122 °F

PG 64 10,000 PG 70 15,000 PG 76 20,000

Note: For the purposes of this table PG64, PG70, and PG76 refer to the high temperature grade of the binder. a Rut test requirements apply to Superpave, SMA, and RIL mixes only. b Pre-existing mix designs meeting the APA rut requirements may be accepted by the Engineer.

708.06 SAMPLING AND TESTING (Amend Table 708:13 to include the following:)

Table 708:13 Sampling and Testing of Aggregates, Bituminous Mixtures, and Asphalt Materials

Materials Testing Method Bituminous Mixtures Rutting susceptibility using the Hamburg Rut Tester OHD L-55

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PLANT BITUMINOUS BASES AND SURFACES (SUPERPAVE) __________________________________________________________________________________________________________

SP 708 - 1 of 6


FOR SECTION 708

PLANT MIX BITUMINOUS BASES AND SURFACES (SUPERPAVE)

JKT-2343A

These special provisions revise, amend, and where in conflict, supersede applicable sections of the

Standard Specifications for Turnpike Construction, Edition of 2010 708.02 MINERAL AGGREGATE (Replace Table 708:1 with the following:)

Table 708:1

Physical Properties of Aggregates

Test

Aggregates to be used in:

Superpave

Stone Matrix Asphalt

Permeable

Friction Course

Rich Bottom Layer

Open

Graded Friction Surface Course

Open Graded

Bituminous Base

PG64 PG70 PG76 PG76 PG76 PG64 PG76 PG64 L.A. Abrasion a, % wear ≤ 40 ≤ 40 ≤ 40 ≤ 30 ≤ 30 ≤ 40 ≤ 30 ≤ 40

Micro-Deval a, % wear — — ≤ 25 ≤ 25 ≤ 25 — ≤ 25 —

Sand equivalent b ≥ 40 ≥ 45 ≥ 50 — — ≥ 40 — —

Mechanically Fractured Faces b, c, h, %

≥ 85/80 ≥ 95/90 ≥ 98/95 ≥ 98/95 ≥ 98/95 ≥ 85/80 ≥ 98/95 ≥ 85/80

Aggregate Durability Index a

≥ 40 ≥ 40 ≥ 40 ≥ 40 ≥ 40 ≥ 40 ≥ 40 ≥ 40

Insoluble Residue d, e, % ≥ 30 ≥ 40 ≥ 40 ≥ 40 ≥ 40 — ≥ 40 —

Flat and Elongated b, c, f, % ≤ 10 ≤ 10 ≤ 10 ≤ 10 ≤ 10 ≤ 10 ≤ 10 ≤ 10 Natural Sand and Gravel b, % ≤ 15 ≤ 15 ≤ 15 0 0 ≤ 15 0 0

Clay Balls and Friable Particles g, %

≤ 1.0 ≤ 1.0 ≤ 1.0

0

0 ≤ 1.0

0

0

Soft Particles a, % ≤ 5 ≤ 5 ≤ 5

≤ 5 ≤ 5 ≤ 5 ≤ 5 ≤ 5 Sticks or Roots a, % ≤ 0.5 ≤ 0.5 ≤ 0.5 0 0 ≤ 0.5 0 0 NOT FOR C

ONSTRUCTION


SP 708 - 2 of 6

Table 708:1

Physical Properties of Aggregates Note: For this table: PG64, PG70, and PG76 refer to the high temperature grade of the binder. Unless otherwise noted, specifications for PG binder grades higher than PG76 will use PG76 specifications. a Applies to each source. b Applies to the combined aggregate. c Applies to the aggregate retained on the No. 4 [4.75 mm] sieve. d Applies to the combined coarse aggregate. e Applies to the coarse aggregate in the surface course. Does not apply to shoulders, driveways, and temporary detours. f A flat and elongated piece has a length greater than five times the thickness. g Applies to combined aggregate. If the maximum for the combined aggregate is not exceeded, the Authority will allow 1.5% for one source. h In the mechanically fractured faces requirement format “xx/yy”, “xx” is the minimum percentage of coarse aggregate requiring one fractured face, and “yy” is the percentage requiring two fractured faces.

708.04 COMPOSITION OF MIXTURES

A. Asphalt Mix Design and Initial Job-Mix Formula (Replace the 3rd paragraph with the following:)

Ensure the initial JMF is in accordance with Tables 708:6, 708:8, and 708:9, or Tables 708:7, 708:8, and 708:9 for the type of mix required by the Contract. Prepare a trial mixture in accordance with Subsection 411.04.C. Propose changes to the JMF if the trial, prepared at the initial JMF proportions, fails to meet the requirements of Tables 708:6, 708:10, 708:11, and 708:12, or Tables 708:7, 708:10, 708:11, and 708:12. If the changes do not produce a mix design in accordance with these tables, the Engineer will require a new mix design. If the changes do produce a mix design in accordance with these tables, the Engineer will approve the changes for adjustment of the JMF.

B. Plant Produced Mixtures (Replace the 1st and 2nd paragraphs with the following:)

Provide a uniform, plant produced mixture of the combined aggregate and asphalt in accordance with Tables 708:6, 708:10, and 708:11, or Tables 708:7, 708:10, and 708:11 within the specification limits established by the JMF with allowable tolerances.

After the plant is in operation, propose any necessary adjustments to the JMF in accordance with Table 708:6 or Table 708:7. If test results indicate the adjustments are in accordance with Tables 708:10 and 708:11, adjust the JMF accordingly.

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SP 708 - 3 of 6

C. Reclaimed Asphalt Pavement (Replace the 2nd paragraph with the following:)

Regardless of the layer or binder type, the Engineer will accept superpave mixtures with no greater than 25 percent RAP for shoulders, driveways, and layers serving as a bond breaker under PCC pavements if the mixture meets the Contract requirements for the type or grade. Superpave mixtures containing up to 35 percent RAP will be accepted in temporary detours if the mixture meets the Contract requirements for the type or grade, and if the mixture can be produced meeting air quality standards set forth by the Oklahoma Department of Environmental Quality. Temporary is defined as any material that will not become part of any permanent pavement. Temporary material must be removed before the end of the project.


Table 708:6

Mixtures for Superpave

Sieve Size a

Percent Passing per Superpave Mixture Type S2 S3 S4 S5 S6

1½ in [37.5 mm] 100 — — — — 1 in [25.0 mm] 90 – 100 100 — — — 3/4 in [19.0 mm] ≤ 90 90 – 100 100 — — 1/2 in [12.5 mm] — ≤ 90 90 – 100 100 — 3/8 in [9.5 mm] — — ≤ 90 90 – 100 100 No. 4 [4.75 mm] ≥ 40 — — ≤ 90 80 – 100 No. 8 [2.36 mm] 29 – 45 31 – 49 34 – 58 37 – 67 54 – 90 No. 16 [1.18 mm] — — — — — No. 30 [0.600 mm] — — — — — No. 50 [0.300 mm] — — — — — No. 100 [0.150 mm] — — — — — No. 200 [0.075 mm] 1.0 – 7.0 b

2.0 – 8.0 b 2.0 – 10.0 b

2.0 – 10.0 b 5.0 – 15.0

Other Mixture Requirements

NMS c 1 in [25 mm] ¾ in [19 mm] ½ in [12.5 mm] d in [9.5 mm]

No. 4 [4.75 mm]

Asphalt Cement d, % of mix mass ≥ 3.9 ≥ 4.3 ≥ 4.8 ≥ 5.3 ≥ 5.8

Performance grade asphalt cement

e e e e e

a Table 708:6 reflects the sieve size boundaries for design and JMF purposes. After the design is established, the JMF will designate combined aggregate sieve requirements with tolerances in Table 708:12.

b Ensure the ratio of the percent passing the No. 200 [75 µm] sieve to the percent effective asphalt cement is from 0.6 to 1.6. c Nominal Maximum Size (NMS) is defined as one size larger than the first sieve to retain more than 10 percent.

d The Engineer may adjust the lower limit if the effective specific gravity of the combined aggregates is greater than 2.65. The Engineer may allow adjustments if a theoretical lab molded specimen at the JMF asphalt content meets the VMA requirement at 4% air voids.

e The Contractor may substitute a higher grade of asphalt than that shown on the Plans at no additional cost to the Authority.

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Table 708:8 Mix Design Properties of Laboratory Molded Specimens

Property Superpave SMA PFC RBL PG64 PG70 PG76 PG76 PG76 PG64

Number of SGC Gyrations Nini 6 7 8 — — — Ndes 50 65 80 50 50 50 Required Density, % of Gmm

Nini 85.5 – 91.5 85.5 – 90.5 85.5 – 89.0 — —

— Ndes 96.0 96.0 96.0 96.0 82.0 98.0 VMA , % See Table 708:9 VFA, % See Table 708:9 Lab Permeability, cm/s × 10-5

≤ 12.5 ≤ 12.5 ≤ 12.5 ≤ 12.5

— ≤ 12.5

TSR, Min. 0.80 0.80 0.80 0.80 — 0.80 ITS a, psi — — ≥ 75 — — — Draindown, % — — — ≤ 0.20 ≤ 0.20 — Hamburg Rut Test, Min. No. of Cycles to 12.50 mm, 122 oF

10,000

15,000

20,000

20,000

—

5,000

Note: For this table: PG64, PG70, and PG76 refer to the high temperature grade of the binder. Unless otherwise noted, specifications for PG binder grades higher than PG76 will use PG76 specifications.

a Indirect Tensile Strength from AASHTO T 283, preconditioned specimen average, in psi.


Table 708:9 Mix Design Properties of Laboratory Molded Specimens

Property Superpave

SMA PFC RBL S2 S3 S4 S5 S6 VMA a, % ≥ 12.5 ≥ 13.5 ≥ 14.5 ≥ 15.5 ≥ 16.5 ≥ 17.0 — ≥ 14.0 VFA, b, % 67 - 73 70 - 75 72 - 77 73 - 78 75 - 79 — — — a VMA is based on the bulk specific gravity of the aggregates. b VFA is defined as the percentage of VMA containing asphalt binder.

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Replace Table 708:10 with the following:)

Table 708:10 Field Properties of Laboratory Molded Specimens

Property Superpave SMA PFC RBL PG64 PG70 PG76 PG76 PG76 PG64

Number of SGC Gyrations Nini 6 7 8 — — — Ndes 50 65 80 50 50 50 Required Density, % of Gmm

Nini 85.5 – 91.5 85.5 – 90.5 85.5 – 89.0 — —

— Ndes 94.5 - 97.4 94.5 - 97.4 94.5 - 97.4 94.5 - 97.4 82.0 96.5 - 99.4 VMA , % See Table 708:11 VFA, % See Table 708:11 Lab Permeability, cm/s × 10-5

—

—

—

—

—

—

TSR, Min. 0.75 0.75 0.75 0.75 — 0.75 ITS a, psi — — — — — — Draindown, % — — — — — — Hamburg Rut Test, Min. No. of Cycles to 12.50 mm, 122 oF

—

—

—

—

—

—

Note: For this table: PG64, PG70, and PG76 refer to the high temperature grade of the binder. Unless otherwise noted, specifications for PG binder grades higher than PG76 will use PG76 specifications.

a Indirect Tensile Strength from AASHTO T 283, preconditioned specimen average, in psi.


Table 708:11

Field Properties of Laboratory Molded Specimens

Property Superpave

SMA PFC RBL S2 S3 S4 S5 S6 VMA a, % ≥ 12.0 ≥ 13.0 ≥14.0 ≥ 15.0 ≥ 16.0 ≥ 16.5 — ≥ 13.5 VFA, b, % — — — — — — — — a VMA is based on the bulk specific gravity of the aggregates. Compute a new bulk specific gravity from each AASHTO T 209 test. Calculate the value by multiplying the aggregate Effective Specific Gravity (Gse) calculated from the latest AASHTO T 209 test by the aggregate Bulk Specific Gravity (Gsb) from the design. Afterwards, divide the product by the aggregate G se from the design.

b VFA is defined as the percentage of VMA containing asphalt binder. NOT FOR C

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708.06 SAMPLING AND TESTING

(Delete the following row from Table 708:13 under the “Aggregates” section:)

Uncompacted void content of fine aggregate AASHTO T 304, Method A

(Delete the following row from Table 708:13 under the “Bituminous Mixtures” section :)

Rutting susceptibility using the asphalt pavement analyzer OHD L-43

(Add the following row to Table 708:13 under the “Bituminous Mixtures” section :)

Rutting susceptibility using the Hamburg Rut Tester OHD L-55

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FOR SECTION 711

TRAFFIC STRIPE

JKT-2343A

These Special Provisions revise, amend, and where in conflict, supercede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010.


711.01 MATERIAL FOR HOT-APPLIED THERMOPLASTIC COMPOUNDS

A. General Provide hot-applied thermoplastic compound in accordance with AASHTO M 249.

Provide binder component made of hydrocarbon-based material.

Each bag must contain 50 lb [22.7 kg] of material. Clearly mark each bag with the following information:

• Color, • Weight, • Pigment type (for yellow only), and • Lot or batch number (for each mix or blend that produces a finished product ready for

use).

B. Lead-Free Yellow (1) Pigments

Provide lead-free yellow and filler pigments that will pass a No. 200 U.S. Standard Sieve [0.075 mm] after being washed free of resins by solvent washing. The lead-free yellow and filler pigments must each meet the following specific requirements:

• Prime. The yellow pigment must be lead-free, organic yellow (C.I. Pigment Yellow 83, opaque version); and must be heat resistant and weather stable. Do not mix pigment types within a batch. Notify the Engineer for evaluation and approval before using alternate pigments, other than those listed in the Plans, in the formulation.

• Filler. The filler pigment must be 95 percent pure calcium carbonate. • Binder. The binder must consist of a mixture of resins (at least one of which is a

solid at room temperature) and high-boiling point plasticizers. At least one-third of the binder composition must be a hydrocarbon resin and must be no less than 8 percent by weight of the entire formulation.

• Silica. The total silica used in the formulation must be in the form of glass traffic beads.

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• Glass Traffic Beads. The glass traffic beads used in the formulation must meet the requirements of AASHTO M 247, Type I.

(2) Physical Characteristics

Unless otherwise required by the contract, provide a finished thermoplastic pavement marking material that is a free-flowing granular material. When in storage, the material must remain in a free flowing state for at least 6 months if stored at temperatures of 100 °F [37.8° C] or less. Produce material that is readily applied using thermoplastic equipment at temperatures from 400 °F [204 °C] to 425 °F [218 °C].

(3) Toxicity

Provide materials that when at temperatures equal to or less than 445 °F [229 °C] will not give off fumes that are toxic or otherwise injurious to persons, animals, or property.

Provide traffic stripe materials that are non-hazardous as defined by the Resource Conservation and Recovery Act (RCRA) 40 CFR 261. Provide supporting independent analytical data or product Material Safety Data Sheets (MSDS) that identify the materials to be non-hazardous.

Provide traffic strip material that contains less than or equal to 5.0 ppm of lead by weight if tested in accordance with the RCRA reference above. Submit supporting independent analytical data of the lead content to the Engineer.

(4) Material Stability

The material must not break down or deteriorate when heated to 400 °F [204 °C] for 4 h.

(5) Temperature versus Characteristics The temperature versus viscosity characteristics of the material in the plastic state

must remain constant for up to four re-heatings to 400 °F [204 °C], and be consistent from batch to batch.

(6) Chemical Resistance Provide thermoplastic marking materials that are not affected by contact with the

following:

• Sodium chloride, calcium chloride, or other similar chemicals on the roadway surface,

• Oil content in the pavement materials, or • Oil on the roadway surface that was dropped by traffic.

(7) Softening Point

Provide material that will not soften at 194 °F [90 °C] when tested by the ring and ball method in accordance with ASTM E 28. NOT FOR C

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(8) Color Provide material with daytime CIE chromaticity coordinates that fall within an

area in accordance with Table 711:1, “Daytime CIE Chromaticity Coordinate Corner Points.”

Table 711:1 Daytime CIE Chromaticity Coordinate Corner Points

Color 1 2 3 4 Brightness (Y) x y x y x y x y

Yellow 0.435 0.429 0.510 0.489 0.460 0.400 0.560 0.440 30 – 60

The yellow material must meet the requirements in Table 711:1, “Daytime CIE Chromaticity Coordinate Corner Points,” before and after 500 hours of Weather-Ometer exposure. Perform the Weather-Ometer exposure test in accordance with ASTM G 155 using Exposure Cycle 1 with a quartz inner filter glass and a Type “S” borosilicate outer filter glass.

Measure the nighttime CIE chromaticity coordinates of the yellow thermoplastic using a retroreflectometer capable of measuring the night color of pavement markings in accordance with ASTM E 1710. Provide material with nighttime CIE chromaticity coordinates that fall within an area in accordance with Table 711:2, “Nighttime CIE Chromaticity Coordinate Corner Points,” for the life of the stripe:

Table 711:2 Nighttime CIE Chromaticity Coordinate Corner Points

Color 1 2 3 4 5 x y x y x y x y x y

Yellow 0.53 0.47 0.49 0.44 0.50 0.42 0.51 0.40 0.57 0.43

(9) Formulation Provide yellow thermoplastic traffic stripe that meets the formulation

requirements in Table 711.3. “Lead-Free Yellow Formulation Requirements.”

Table 711:3 Lead-Free Yellow Formulation Requirements

Characteristic Weight, % Binder ≥20 C.I. Pigment Yellow 83 or Medium-chrome yellow ≥1.5 or ≥5.0 Calcium carbonate 20 – 42 Glass Traffic Beads 30 – 45 Total 100

711.02 PERMANENT PAVEMENT MARKING TAPE Provide plastic striping tape free of cracks with straight and unbroken edges. Provide

material in rolls with no greater than three splices per 150 ft [45.7 m].

Conform preformed words and symbols to the applicable shapes and sizes in accordance with the MUTCD. Package plastic striping tape in standard commercial containers to prevent damage during shipment and storage. Ensure the plastic striping retains the properties required by the Contract when stored at temperatures no greater than 100 °F [38 °C] and for no longer

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than 1 year. Provide plastic striping tape in accordance with Subsection 711.02.A, “Composition,” through Subsection 711.02.L, “Effective Performance Life.”

A. Composition Uniformly distribute and firmly bond plastic materials, pigments, and glass beads on

the top surface of retroreflective, preformed pavement marking film. Provide pre-coat preformed plastic film with a pressure-sensitive adhesive that is compatible with bituminous concrete and portland cement concrete road surfaces.

B. Skid Resistance Ensure the retroreflective preformed film surface provides skid resistance value of at

least 35 British Pendulum Number when tested in accordance with ASTM E 303.

C. Thickness Provide a thickness from 0.06 in to 0.09 in [1.52 mm to 2.29 mm] for preformed

plastic film, without adhesive, for lane and edge lines.

D. Tensile Strength and Elongation Provide film with a tensile strength of at least 40 psi [275.8 kPa] of cross section

when tested in accordance with ASTM D 638, except, test a 6 in × 1 in [152.4 mm × 25.4 mm] sample from 70 °F to 80 °F [21.1 °C to 26.7 °C] using a jaw speed from 10 in to 12 in [254 mm to 304.8 mm] per minute. Provide the sample with an elongation of at least 75 percent at break when tested by this method.

E. Conformability Provide preformed film that conforms to pavement contours, breaks, and faults at

normal pavement temperatures. Provide preformed plastic film that fuses with itself and previously applied marking film of the same composition.

F. Removability Provide plastic striping tape that cannot be easily removed after application.

G. Adhesive Provide plastic striping tape for longitudinal and transverse markings with

pressure-sensitive backing without liner. Provide word and symbol tape with pressure-sensitive backing and protective liner.

H. Application Properties Ensure the material adheres to asphalt concrete and portland cement concrete (PCC)

surfaces when applied according to manufacturer’s recommendations at surface temperature of at least 65 °F [18.3 °C]. If applying the markings when the surface temperature is from 50 °F to 65 °F [10 °C to 18.3 °C], apply in accordance with the manufacturer’s recommendations, other special instructions, or both.

I. Glass Beads Ensure the manufacturer incorporates glass beads for immediate and continuing

retroreflection. Ensure the size, quality, and refractive index of the glass beads are such that NOT FOR C

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the beads perform in accordance with Subsection 711.02.K, “Reflectance.” Provide bead adhesion so beads are not easily removed when scratching the material surface with a thumbnail.

J. Pigmentation Thoroughly blend color pigments to provide a pavement marking film that maintains

uniform color under day and night lighting conditions throughout the expected life of the film. Provide white pavement marking film similar to Federal Standard Color No. 595-17886. Provide yellow pavement marking film similar to Federal Standard Color No. 595-13538.

K. Reflectance Provide white and yellow films with an initial reflectance value at observation angles

of 0.5° and 0.2°, and an 86° entrance angle, measured in accordance with the Federal Test Method 370. Ensure the specific luminance measured is in accordance with Table 711:4, “White and Yellow Film Reflective Properties,” and reported as millicandelas per square foot per foot-candle (mcd/ft²/fc) [millicandelas per square meter per lux (mcd/m²/lx)]. Perform the test on a 24 in × 30 in [610 mm × 762 mm] sample from 50 ft [15.2 m] away.

Ensure the angular aperture of the photoreceptor and light projector is 6 min of arc. Ensure the reference center is the geometric center of the sample and is taken perpendicular to the test sample.

Table 711:4 White and Yellow Film Reflective Properties

Property White Yellow Observation angle, ° 0.2 0.5 0.2 0.5 Specific luminance, mcd/ft²/fc [mcd/m²/lux] 550 [550] 380 [380] 410 [410] 250 [250]

L. Effective Performance Life Provide a film that leaves a neat, durable marking that will not flow or distort due to

temperature if the pavement surface remains stable. Ensure the Authority, any state DOT, or the National Transportation Product Evaluation Program (NTPEP) qualifies the tape using a performance test of at least 12 months. Provide a pliant polymer that supplies a cushioned, resilient substrate that reduces bead crushing and loss. Provide weather resistant film that does not fade, lift, tear, roll back, or shrink throughout the marking life.

711.03 NON-REMOVABLE TEMPORARY PAVEMENT MARKING TAPE

A. General Provide traffic striping material with a white or yellow weather and traffic resistant

reflective film on a conformable backing pre-coated with a pressure-sensitive adhesive. Ensure the Authority, or any state DOT, qualifies the material through a performance test of at least 12 months. NOT FOR C

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Provide white or yellow retroreflective striping tape as required by the Contract. Ensure the tape reflects white or yellow respectively and is visible with automobile headlights at night.

Provide striping tape with a pre-coated, pressure-sensitive adhesive that does not require activation procedures or a liner to protect from contamination, pre-adhesion, and blocking.

Ensure the material adheres to asphalt concrete and PCC surfaces if applied in accordance with the manufacturer recommendations at surface temperatures of at least 35 °F [1.7 °C], and does not require protective devices.

B. Conformability Provide thin, flexible, and formable striping material that conforms to the texture of

the pavement surface after application.

Ensure the average thickness of the material, taken using five micrometer readings, is from 15 mil to 45 mil [381 µm to 1,143 µm].

C. Durability and Wear Resistance Provide weather resistant striping material that will not fade, lift, or shrink.

D. Packaging Provide striping material packaged in standard commercial containers to prevent

damage during shipment and storage.

E. Storage Provide striping material that will not deteriorate when stored for 1 year in

temperatures no greater than 100 °F [37.8 °C].

F. Certification Submit to the Engineer a Type D certification for the non-removable temporary

pavement marking tape in accordance with Subsection 106.04, “Materials Certifications.”

711.04 REMOVABLE PAVEMENT MARKING TAPE A. General

Provide removable pavement marking tape with a white or yellow all-weather, traffic-resistant film on a reinforced, conformable backing.

B. Adhesive Provide removable, preformed pavement marking film pre-coated with a

pressure-sensitive adhesive that is immediately ready for traffic after application. Ensure the film adheres to asphalt concrete and PCC surfaces without heat, solvents, additional adhesives, or activators. Provide adhesives that bond to pavement surfaces if applied at temperatures of at least 50 °F [10 °C] without pickup or distortion by vehicular traffic. NOT FOR C

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C. Color Provide removable pavement marking tape in white or yellow that conforms to the

standard highway color requirements of MUTCD as required by the Contract.

D. Glass Beads Provide colorless glass beads with refraction index of at least 1.50 if tested using the

liquid immersion method. Provide beads in the size and quantity that maintains retroreflectivity of the film as it wears through the surface course. Ensure the glass beads are uniformly distributed throughout the film for retroreflectivity.

E. Removability Provide preformed pavement marking film that can be removed, intact or in large

strips, from asphalt concrete and PCC surfaces. Ensure removal of the film is possible manually or with a mechanical roll-up device at temperatures above 50 °F [10 °C], and without heat, solvents, grinding, or sandblasting.

F. Durability Provide film that leaves a neat, durable marking that will not flow or distort due to

temperature. Ensure the Authority, or any state DOT, qualifies the material through a performance test of at least 6 months. Ensure the tape meets the removability requirements through the performance test in accordance with Subsection 711.04.E, "Removability." Provide weather resistant film that will not fade, lift, or shrink.

G. Certification Submit to the Engineer a Type D certification for the removable pavement marking

tape in accordance with Subsection 106.04, “Materials Certifications.”

711.05 GLASS BEADS FOR TRAFFIC PAINT A. Traffic Paint

Provide glass beads for traffic stripe paint in accordance with AASHTO M 247, Type I. Supply beads with a moisture-resistant coating.

B. Glass Beads For Thermoplastic Provide drop-on glass beads in accordance with the following:

(1) Appearance Provide colorless, clean and transparent glass traffic beads that are free of

milkiness, excessive air bubbles, skins, and foreign material.

(2) Moisture Provide glass traffic beads with no greater than 25 percent moisture by weight

[mass].

(3) Refractive Index Provide glass traffic beads with a refractive index of at least 1.5 when tested by

the liquid immersion method at 77 °F [25 °C].

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(4) Shape Provide spherically shaped glass traffic beads free of sharp, angular edges.

Ensure the beads are free of scars and scratches.

(5) Static Charge Provide glass traffic beads that do not create static electricity when flowing

through a regular traffic bead dispenser.

(6) Gradation Provide Oklahoma DOT Standard Glass Beads for Thermoplastic with a gradation

in accordance with AASHTO M 247, Type I.

Provide Oklahoma DOT Large Glass Beads for Thermoplastic with a gradation in accordance with Table 711:5, “Large Glass Beads.”

Table 711:5 Large Glass Beads

Open U.S. Standard Sieves Percent Retained No. 10 0 No. 12 0 – 5 No. 14 5 – 20 No. 16 40 – 80 No. 18 10 – 40 No. 20 0 – 5

Pan 0 – 2

(7) Roundness Provide standard gradation glass beads that have at least 80 percent true spheres if

tested in accordance with ASTM D 1155. Provide large gradation beads that have at least 80 percent true spheres. The manufacturer will provide a Type A certification for roundness with each shipment of large beads in accordance with Subsection 106.04, “Materials Certifications.”

(8) Coatings Provide standard and large glass beads with an adhesion coating to promote

adhesion in thermoplastic pavement marking material. Supply standard glass beads in accordance with AASHTO M 247, Type I with a moisture-resistant coating to prevent clumping.

711.06 TRAFFIC STRIPE PAINT – ACRYLIC WATERBORNE Directly apply waterborne white and yellow traffic paint on asphalt concrete or PCC

surfaces or existing traffic stripe composed of solvent based paint, waterborne paint, or thermoplastic compounds. Apply with spray equipment at application temperatures from 50 °F to 150 °F [10 °C to 66 °C]. Provide paint that receives and holds glass beads to produce reflectorized traffic markings. NOT FOR C

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A. Materials Provide paint free of lead and chromium with a limited quantity of volatile organic

compounds (VOC).

B. General Provide finished paint formulated and manufactured from first-grade material listed in

the Standard Formula. The Engineer must approve alternative materials before manufacture. Ensure the proposed materials equal the quality, composition, and the physical and chemical behavior of the materials on the Standard Formula after aging in the finished product.

C. Pigment (1) Titanium Dioxide

Provide titanium dioxide in accordance with ASTM D 476, Type II, Rutile. Ensure the hiding power of the titanium dioxide is at least equal to the standard sample if tested in the standard formula.

(2) Pigment Yellow 65 Provide Yellow 65 pigment from Hoechst Celanese, Engelhard, Sun Chemical, or

an equivalent approved by the Engineer.

(3) Calcium Carbonate Provide calcium carbonate in accordance with the ASTM D 1199, Type GC,

Grade I, with at least 95 percent calcium carbonate and Type PC with at least 98 percent calcium carbonate.

D. Vehicle (1) Acrylic Emulsion Polymer

Provide Rohm and Haas E-3427 acrylic emulsion polymer, or an equivalent approved by the Engineer. Ensure the nonvolatile portion of the vehicle is composed of a 100 percent acrylic polymer and is at least 44 percent by weight [mass].

(2) Methyl Alcohol Provide methyl alcohol in accordance with ASTM D 1152 Specific Gravity,

20/20 °C, from 0.791 to 0.794.

(3) Water Provide potable water.

(4) Miscellaneous Materials Provide the miscellaneous materials in accordance with Table 711:6,

“Miscellaneous Materials.”

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Table 711:6 Miscellaneous Materials

Material Type

Dispersant Tamol 850

Colloids 226-35

Surfactant Triton CF-10

Colloids CTA 639

Defoamer

Foamaster 111 Drew 493

Colloids 654

Hydroxy ethyl cellulose Natrasol 250 HBR Bermocoll E431FQ

Coalescent Texanol

Preservative

Troy 192 Dowicil 75

Nuosept 101

E. Manufacture Deliver ingredient materials in the original containers.

The manufacturer will provide the exact batch formula to manufacture the paint. The Authority will not allow changes to the formula without Engineer approval. The Engineer will not approve changes that adversely affect the quality or serviceability of the paint.

The Authority will use the standard formulas as specified in Table 711:7 as the basis for the paint. The Authority will not allow variations from the standard formula, except for the replacement of volatiles lost in processing or variations reviewed and approved by the Engineer.

Table 711:7 Standard Paint Formulas

Material White, lb [kg] Yellow, lb [kg] C.I. pigment, yellow 65 (Engelhard 1244) — 32 [14.5] Titanium dioxide, rutile, Type II (Kerr McGee CR800) 100 [45.4] 21 [9.5] Calcium carbonate Type PC (Miss.M-60) 150 [68.0] 150 [68.0] Calcium carbonate, Type GC (Hubercarb Q6) 430 [195.0] 465 [210.9] Hydroxy ethyl cellulose (Natrasol 250HBR) a 0.5 [0.2] 0.5 [0.2] Acrylic emulsion, 50% solids (E2706) 541 [245.4] 535 [242.7] Texanol (Eastman) 24 [10.9] 23 [10.4] Defoamer (Colloids 654) 5 [2.3] 5 [2.3] Dispersant (Tamol 850) 8 [3.6] 9 [4.1] Surfactant (Triton CF10) 2 [0.9] 2 [0.9] Methyl alcohol 29 [13.2] 28 [12.7] Preservative (Troy 192) 1.5 [0.7] 1.5 [0.7] Water 10 [4.5] 10 [4.5] Total 1,301 [590.1] 1,282 [581.8] a The Authority will allow the amount of hydroxy ethyl cellulose to vary up to 0.1 lb [0.05 kg] to adjust

viscosity to desired range.

F. Mixed Paint If the Engineer allows variations in materials, ensure the mixed paint equals the test

results on a standard prepared from the standard formula and tested by the manufacturer under parallel conditions for the listed requirements.

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Before filling, strain the paint with a screen no coarser than No. 40 mesh [425 µm] or a sieve meeting the Engineer’s approval.

Provide finished paint with no greater than 1.25 lb [150 g] of VOC per gallon [liter] of total non-volatile paint, in accordance with ASTM D 3960.

Provide paint in accordance with Subsection 711.06.F(1), “Pigment Composition,” through Subsection 711.06.F(15), “Dry Through Time.”

(1) Pigment Composition Analyze the extracted pigment in accordance with Table 711:8, “Pigment

Composition.”

Table 711:8 Pigment Composition

Material White Yellow Organic yellow (65%) a — ≥4.8 Titanium dioxide ≥13.4% ≥2.6% Calcium carbonate ≤86% ≤93% a To be determined by x-ray florescence, color spectrophotometry, or any other method the

Authority may choose. This may be sent to an outside agency or organic pigment manufacturer. It also may include audit of the manufacturer’s invoices, batch tickets, inventory or other means determined by the Authority.

(2) Physical Properties

Table 711:9 Mixed Paint Physical Properties

Property Value Total solids by weight [mass] ≥73% Volume solids ≥58% Pigment by weight [mass] 49 – 54% Vehicle by weight [mass] 46 – 51% Non-volatile in vehicle by weight [mass] ≥44% Weight [mass] per unit volume, from theoretical ±0.3 lb/gal [±36 g/L] Viscosity at 77 °F [25 °C] 83 KU – 98 KU Grind (Hegman Gage) ≥3 Laboratory dry time, ASTM D 711 ≤10 min Dry through time ≤15 min of Standard Formula

(3) Color Provide white paint that dries to a flat white color, is free of tint, and has opacity

and visibility in both day and artificial light.

Provide yellow paint that matches Color Chip 33538 of Federal Standard 595 and is within 6 percent of the PR 1 chart central color when read over the black portion of a 2A Leneta Chart.

(4) Flexibility Provide paint that is flexible and will not crack or flake if tested in accordance

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(5) Water Resistance Provide water resistant paint in accordance with Federal Specification

TT-P-1952B. Ensure the paint does not blister, lose adhesion, soften, or deteriorate after the examination.

(6) Freeze-Thaw Stability Provide freeze-thaw stable paint that does not coagulate, discolor, or change in

viscosity greater than 10 KU if tested in accordance with Federal Specification TT-P-1952B.

(7) Heat Stability Provide heat stable paint that does not coagulate, discolor, or change in viscosity

greater than 10 KU if tested in accordance with Federal Specification TT-P-1952B.

(8) Dilution Test Provide paint that can be diluted with water without curdling or precipitation so

that wet paint can be cleaned with water.

(9) Storage Stability Provide paint that will not cake, skin, liver, curdle, or hard settle after 30 days in a

closed container filled three-quarter full. Ensure the paint can be remixed to a smooth, homogeneous state. Ensure the viscosity does not differ from the original sample by greater than 5 KU.

Ensure the pigment will not settle or cake. Provide paint that will not skin, thicken, spoil, or change in consistency after nine months in storage from the packaging date.

Provide paint that can be re-dispersed with a paddle to a smooth, homogeneous condition.

(10) Contrast Ratio Provide paint with a black/white contrast ratio of at least 0.98 if applied at a wet

film thickness of 15 mil [381 µm] on a 2A Leneta Chart, or equivalent, and air dried for 24 hr. The Authority defines the contrast ratio as black over white.

(11) Reflectance Ensure the daylight directional reflectance is at least 84 percent for white paint

and at least 50 percent for yellow paint of a 15 mil [381 µm] wet film applied to a 2A Leneta Chart or an equivalent. After drying for 24 hr, use a Colorimeter and ASTM E 97 to measure the reflectance of the paint over the black portion of the chart.

(12) Bleeding Provide paint with a bleeding ratio of at least 0.97 if tested in accordance with

Federal Specifications TT-P-1952B. Provide asphalt-saturated felt in accordance with ASTM D 226, Type I. NOT FOR C

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TRAFFIC STRIPE _________________________________________________________________________________________________________

711 - 13 of 13

(13) Abrasion Resistance Provide at least 50 gal [190 L] of sand to remove paint film if tested in accordance

with Federal Specification TT-P-1952B.

(14) No-Tracking Time Field Test Dry the paint to a non-tracking condition in no greater than 3 min if applied at

17 mil ±1 mil [432 µm ±25 µm] wet film thickness plus 45 lb/ft³ [719 kg/m³] of glass beads at the specified application temperature. The Authority defines “no tracking” as the period when the line dries so a vehicle can run over the line at 40 mph [64 km/h] without tracking the reflectorized line when viewed from 50 ft [15 m] away.

(15) Dry Through Time Apply the paint to a non-absorbent substrate at a wet film thickness from 17 mil

±1 mil [432 µm ±25 µm]. Place the paint in a humidity chamber controlled 90 ±5 percent relative humidity and from 72.5 °F ±2.5 °F [22.5 °C ±1.4 °C].

Determine the dry-through time in accordance with ASTM D 1640, except that the pressure exerted is the minimum amount to maintain contact with the thumb and film.

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BRIDGE BEARING STRUCTURAL STEEL ______________________________________________________________________________________

SP 724.05 - 1 of 2


FOR SECTION 724

BRIDGE BEARING STRUCTURAL STEEL

JKT-2343A

These special provisions amend and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 724.05 BRIDGE BEARING ASSEMBLIES (Replace with the following:)

A. Stainless Steel Bearing Assemblies

For bridge structure anchor plates, provide austenitic stainless steel plate in accordance with ASTM A 240, UNS Designation S31600 ( Type 316) or S31603 ( Type 316L). Charpy V-Notch (CVN) Impact Testing will not be required.

For bridge structure anchor bolts, provide continuously threaded austenitic stainless steel bars in accordance with ASTM A 320, Class 2, Grade B8M, UNS Designation S31600 (Type 316) or S31600 (Type 316L). As an option, anchor bolts manufactured from duplex stainless steel meeting the following requirements may be provided:

• Use Duplex (UNS S32304) solid stainless steel • Provide 58ksi (400MPa) minimum yield strength when tested in accordance with the requirements of ASTM A276. • Provide steel meeting the requirements of ASTM A276 and ASTM A955 from an ISO9001 certified manufacturing facility. • Remove rolling scale from the surface of the duplex stainless steel bar by acid pickling.

Provide austenitic stainless steel nuts for anchor bolts in accordance with ASTM A 194, Grade 8M, Class 1. Charpy V-Notch (CVN) Impact Testing will not be required.

Provide austenitic stainless steel washers for anchor bolts in accordance with ASTM A 320, UNS Designation S31600 (Type 316) or S31600 (Type 316L). Charpy V-Notch (CVN) Impact Testing and strain hardening will not be required.

When welding stainless steel or welding to stainless steel, ensure all welding complies with ANSI/AASHTO/AWS D1.6, “Structural Welding Code - Stainless Steel,” and ensure the deposited weld metal has an atmospheric corrosion resistance and coloring characteristics similar to the base metal. Comply with the steel manufacturer’s recommendations, Table 724:5, and ANSI/AASHTO/AWS D1.6, “Structural Welding Code - Stainless Steel.”

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BRIDGE BEARING STRUCTURAL STEEL ______________________________________________________________________________________

SP 724.05 - 2 of 2

Table 724:5 Filler Metal Specifications for Stainless Steel

Filler Metal Specification Shielded metal arc welding (SMAW) electrodes ANSI/AWS A5.4 Electrodes and fluxes for submerged arc welding (SAW) ANSI/AWS A5.9 Electrodes for gas metal arc welding (GMAW) ANSI/AWS A5.9 Electrodes for flux-cored arc welding (FCAW) ANSI/AWS A5.22

Ensure electrodes and electrode-flux combinations are compatible with the type and thickness of the welded steel. Use electrodes and electrode-flux combinations with the type current, polarity, and positions in accordance with ANSI/AASHTO/AWS D1.6, “Structural Welding Code - Stainless Steel.”

B. Weathering Steel Bearing Assemblies

For bridge structure anchor plates, provide structural steel plate and angles in accordance with AASHTO M270 (ASTM A 709), Grade 50W. Charpy V-Notch (CVN) Impact Testing will not be required. Paint the structural steel anchor plates after all welding in accordance with Section 512. Use a category “N”, IZ-E-U paint system in accordance with subsection 512.04.B.(2). Coat all faying surfaces with inorganic zinc primer only. Apply the primer coat at the fabrication facility, and the intermediate and top coats at the project site. For bridge structure anchor bolts, provide continuously threaded steel bars in accordance with AASHTO M 270 (ASTM A 709), Grade 50W. Charpy V-Notch (CVN) Impact Testing will not be required. Galvanize the anchor bolts in accordance with subsection 724.06. Provide steel nuts for anchor bolts in accordance with AASHTO M 291 (ASTM A 563), Grade C3 or DH3. Galvanize the nuts in accordance with subsection 724.06. Provide steel washers for anchor bolts in accordance with AASHTO M293 (ASTM F 436), Type 3, circular. Galvanize the washers in accordance with subsection 724.06. Welding of weathering steel bearing assemblies will be in accordance with Section 724.03.

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ELASTOMERIC BEARING PADS ______________________________________________________________________________________

SP 733.06 - 1 of 2


FOR SECTION 733

ELASTOMERIC BEARING PADS

JKT-2343A These special provisions amend and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 733.06 ELASTOMERIC BEARING PADS (Replace with the following:)

A. Description

Provide plain and laminated elastomeric bearing pads for bearings used in, on, or under structural members with the dimensions and physical test parameters shown in the contract documents. Provide shop drawings to the Engineer for review and approval before beginning pad manufacture. B. Materials

Provide materials, fabrication, fabrication tolerances, markings, certification testing, and installation for elastomeric bearing pads in accordance with AASHTO LRFD Bridge Construction Specifications. Provide low temperature Grade 2 elastomer compounds. Provide c in [3.2 mm] embedded laminate edge covers or connection members for steel reinforced bearing pads. Provide steel laminates in accordance with AASHTO M270 Grade 36 or ASTM A 1011 Grade 40. If the contract documents require the anchor plate to be bonded to the bearing pad, ensure a heat-bonded connection is made by the pad manufacturer during the vulcanization process. Ensure the steel anchor plate meets the requirements for the appropriate subsection of Section 724 and the contract documents before beginning the vulcanization process. C. Testing and Acceptance

An elastomeric bearing pad is tested and accepted in one of two ways based on the manner in which the contract documents specify the pad.

(1) Testing with Shear Modulus

When the contract documents specify the elastomeric bearing pad by the Shear Modulus only or the Shear Modulus and Durometer Hardness, provide the bearing pad in accordance with AASHTO M251. When the Durometer Hardness is specified, ensure the Durometer Hardness meets the tolerances of AASHTO M251 appendix X1 for Hardness when tested in accordance with ASTM D 2240. (2) Testing by Durometer

When the contract documents specify the elastomeric bearing pad by the Durometer Hardness only, provide the bearings pad in accordance with AASHTO M251 using Appendix X1 and ensure the Shear Modulus when tested in accordance with AASHTO M251 meets the requirements in Table 733:1

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ELASTOMERIC BEARING PADS ______________________________________________________________________________________

SP 733.06 - 2 of 2

Table 733:1 Shear Modulus for Durometer Hardness Durometer Hardness Shear Modulus, psi [Mpa], minimum 50 110 [0.76] 60 150 [1.03] 70 235 [1.62]

(3) Acceptance

The Engineer will accept elastomeric bearing pads in accordance with the following: • Submit to the Engineer a Type A certification showing compliance with the contract requirements. • Submit to the Engineer one full-size finished bearing pad, per lot, size, type or shipment, for physical testing by the Department’s Materials Division or it’s representative. The Department’s Materials Division may conduct on-site inspection of bearing pads for slab bridges or other pads deemed by the Materials Engineer to be too cumbersome for submission to the laboratory. • Upon test completion, approved bearing pads may be collected by the contractor or the pad manufacturer from the Department’s Materials Laboratory or its representatives test facility. The Department will not return failed bearing pads.

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TRAFFIC STRIPE _________________________________________________________________________________________________________

855 - 1 of 6 12-4-13


FOR SECTION 855

TRAFFIC STRIPE (PLASTIC)

JKT-2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 855.01 DESCRIPTION (Add the following:) This work consists of providing and placing alkyd based reflectorized plastic pavement markings on asphalt concrete and Portland cement concrete pavement surfaces. 855.02 MATERIALS (Add the following:) A. General

When using the alkyd based thermoplastic, the Manufacturer has the option of formulating the material according to his own specifications. However, the requirements specified herein and in Section 711 of the Standard Specifications apply regardless of the type of formulation used.

Provide resin in which the pigment, glass beads, and filler are well dispersed. Ensure the material

is free of skins, dirt, and foreign objects.

Table 855:0A Composition

Component Test Method White 1 Yellow 1 Binder 20% minimum 20% minimum TiO2, Type II Rutile ASTM D-476 10% minimum - Glass Beads AASHTO T-250 40% minimum 40% minimum

Yellow Pigment - % minimum per Manufacturer

Calcium Carbonate and Inert Filler (-200 mesh sieve) 30% maximum 37.5% maximum

1 Percentages are by weight.

Provide alkyd/maleic binder consisting of a mixture of synthetic resins (at least one synthetic resin must be solid at room temperature) and high boiling point plasticizers. At least one-half of the binder composition must be 100% maleic-modified glycerol of rosin, and be no less than 15% by weight of the entire material formulation.

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TRAFFIC STRIPE _________________________________________________________________________________________________________

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B. Lead-Free Yellow Thermoplastic Traffic Stripe

(1) General

Provide plastic marking materials for traffic markings applied to asphaltic or Portland cement in accordance with Section 711, “Traffic Stripe”.

Clearly mark each bag to indicate color, weight, pigment type (for yellow only), and lot or batch number. (A lot or batch number is each individual mix or blend that produces a finished product ready for use.)

Each bag must contain 50 lbs of material.

(a) Pigments

Provide lead-free yellow and filler pigments that pass a U.S. Standard Sieve Number 200 when washed free of resins by solvent washing.

(b) Prime

Provide yellow pigment that is heat resistant and weather-stable. The yellow pigment shall be a lead-free, organic yellow pigment (C. I. Pigment Yellow 83, opaque version). Do not mix pigment types within a batch. Obtain the Engineer’s approval of alternate pigments other than those listed prior to use in the formulation.

(c) Filler

Provide filler pigment that is calcium carbonate of 95% purity.

(d) Binder

Provide binder consisting of a mixture of resins, at least one of which is a solid at room temperature, and high boiling point plasticizers. At least 1/3 of the binder composition must be a hydrocarbon resin and must be no less than 8% by weight of the entire material formulation.

(e) Silica

The total silica used in the formulation must be in the form of glass traffic beads.

(f) Glass Traffic Beads

Provide glass traffic beads used in the formulation meeting the requirements for AASHTO M247 Type I.

(2) Finished Product Requirements

(a) Physical Characteristics

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TRAFFIC STRIPE _________________________________________________________________________________________________________

855 - 3 of 6 12-4-13

Unless otherwise specified, the finished thermoplastic pavement marking materials must be a free flowing granular material. The material must remain in the free flowing state in storage for a minimum of 6 months when stored at temperatures of 100̊ F or less. Produce material that is readily applied through thermoplastic equipment at temperatures between 400 and 425 ̊F.

(b) Toxicity

At temperatures up to and including 445 ̊F, materials must not give off fumes that are toxic or otherwise injurious to persons, animals, or property.

(c) Material Stability

Provide materials that do not break down or deteriorate when temperatures are held at 400̊ F for 4 hours.

(d) Temperature versus Characteristics

The temperature versus viscosity characteristics of the material in the plastic state must remain constant throughout up to four (4) reheatings to 400 ̊F and from batch-to-batch.

(e) Chemical Resistance

Produce material that is unaffected by contact with sodium chloride, calcium chloride, or other similar chemicals on the roadway surface; by contact with the oil content of the pavement materials; or by contact from oil droppings from traffic.

(f) Softening Point

Provide materials that soften at 194 ̊ F when tested by the ring and ball method (ASTM E 28).

(g) Color

The daytime CIE chromaticity coordinates of the material must fall within an area having the following corner points:

Table 855:0B

Daytime CIE Chromaticity Coordinate Corner Points 1 2 3 4 Brightness

(Y) X y x y x y x y Yellow .435 .429 .510 .489 .460 .400 .560 .440 30-60

The yellow material must meet the specified color requirements listed in Table 855: (0B) for yellow before and after 500 hours for yellow of Weather-Ometer exposure. Weather-Ometer exposure will be in accordance with ASTM G 155 using Exposure Cycle 1 with a quartz inner filter glass and Type “S” Borosilicate outer filter glass.

The nighttime CIE chromaticity coordinates for yellow thermoplastic, when utilizing a retroreflectometer capable of measuring night color of pavement markings in accordance with

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TRAFFIC STRIPE _________________________________________________________________________________________________________

855 - 4 of 6 12-4-13

ASTM E 1710, must fall within an area having the following corner points during the life of the stripe:

Table 855:0C

Nighttime CIE Chromaticity Coordinate Corner Points 1 2 3 4 5

x y x y x y x y x y Yellow .53 .47 .49 .44 .50 .42 .51 .40 .57 .43

Traffic stripe materials shall be characterized as non-hazardous as defined by Resource Conservation and Recovery Act (RCRA) 40 CFR 261 and the material shall not exude fumes which are hazardous, toxic or detrimental to persons or property. Provide supporting independent analytical data or product Material Safety Data Sheets (MSDS) identifying non-hazardous designations.

Additionally, ensure traffic stripe materials shall contain no more than 5.0 ppm lead by weight when tested in accordance with the RCRA reference above. Provide supporting independent analytical data.

(h) Formulation

Table 855:0D

Yellow % by Weight Binder 20 min C.I. Pigment Yellow 83 1.5 min Calcium Carbonate 20-42 Glass Traffic Beads 30-45 Total 100

855.04 CONSTRUCTION METHODS B.Application of Markings (Add the following:)

In the event that temperatures and conditions are not conducive to the installation of permanent pavement markings within the specified time frame, the Engineer may allow and accept the installation of temporary pavement markings in lieu of permanent markings at no additional cost to the Authority. Maintain the temporary markings until temperatures and conditions are conducive for permanent striping.

E. Retro-reflectivity

(1) Minimum Retro-reflectivity (Replace with the following:)

Ensure longitudinal markings meet the minimum retroreflectivity values in accordance with Table 855:2:

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TRAFFIC STRIPE _________________________________________________________________________________________________________

855 - 5 of 6 12-4-13

Table 855:2 Minimum Retro-reflectivity

White

Yellow

mcd/m²/lx Contract unit price adjustment mcd/m²/lx Contract unit price adjustment

≥450 100% ≥300 100% 400 – 449 75% 275 – 299 75% 250 – 399 50% 225 – 274 50%

<250 Remove and replace <225 Remove and replace

(2) Measurement (Replace with the following: )

Measure retroreflectivity of markings within ten (10) calendar days of placement, after removing loose beads.

Measure marking retroreflectivity in the direction of traffic, except the Authority will

allow yellow skip lines to be measured in either direction of traffic. One measurement (multiple readings) will represent each 2,500 ft [762m] lot of single-color longitudinal stripe. The Authority will not allow readings for adjacent lots to be taken closer than 1,000 ft [305m] from each other.

For solid longitudinal stripes, one measurement represents the average of five readings

per lot, taken at 3 ft [1 m] intervals along a randomly selected 15 ft [4.5 m] section of solid stripe.

For longitudinal skip stripes, one measurement represents the average of six readings per

lot, two readings taken from each of three adjacent skip stripes. The Authority will not allow readings taken within the first or last 1 ft [0.3m] of skip stripes.

For non-compliant measurements, the Engineer will require additional measurements to

determine the extent of non-compliance. The Authority will not require measurements of the following:

• Stop bars, crosswalks, gores, words, symbols • Longitudinal striping installed using hand line machines • Projects less than 1 mi (1.6 km) long

Obtain the Engineer’s approval in writing before using a mobile retro-reflectometer system as an alternative method.

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TRAFFIC STRIPE _________________________________________________________________________________________________________

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TRAFFIC STRIPE (MULTIPOLYMER) ____________________________________________________________________________________________________________________

856 - 1 of 6 12-4-13


FOR SECTION 856

TRAFFIC STRIPE (MULTI-POLYMER)

JKT-2343A

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 856.02 MATERIALS A. Physical Properties of the Mixed Compound (Replace Table 856:1 with the following:)

Table 856:1 Color Requirements

Federal 595 Color Chromaticity Coordinates Brightness

(Y) 1 2 3 4 x y x y x y x y

White 17886 0.355 0.355 0.305 0.305 0.285 0.325 0.335 0.375 80 min

Yellow 13538 0.560 0.440 0.490 0.510 0.420 0.440 0.460 0.400 60 min – 70 min B. Multi-Polymer Composition (Replace Table 856:4 with the following:)

Table 856:4 MultiPolymer Composition

Pigment Composition Percent by Weight

White: Titanium Dioxide Rutile (94% minimum purity, ASTM D 476, Type III 33 – 38

Multi-Polymer Resin 60.0 – 82.0 Yellow:

Organic Non-Lead Yellow 7.0 – 8.0 Titanium Dioxide (ASTM D 476, Type III) 14.0 – 17.0 Multi-Polymer Resin 77.0 – 79.0

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856 - 2 of 6 12-4-13

C. Sampling and Certification (Replace with the following:) Submit a Type A certification to the Authority for each batch of stripe used on every project

along with the Pretest Report for the glass beads.

• The Engineer may require a 1 qt sample representing each batch of multi-polymer resin material be submitted to the Authority.

• Ensure the manufacturer’s multi-polymer striping is listed on the Oklahoma Department of Transportation (ODOT) Traffic Engineering Division’s Qualified Products List (QPL).

• If the manufacturer makes any formulation changes to the multi-polymer striping material, ensure the manufacturer submits a written explanation of the changes to the formulation, the new physical and chemical properties for the resin, and a new MSDS for the stripe to the Authority for re-evaluation and approval at least 30 days prior to its use.

D. Non-Reflectorized Contrast or Shadow Markings (Replace with the following:) Ensure the marking material used for the contrast or shadow marking conforms to the same

formulation, material, and pre-approved sampling requirements, except for the following items:

• Color pigments used, • Color requirements listed, and • Use 24 lb per 100 ft2 min [10.8 kg per 10 m2], of a black, color-fast, medium mesh, anti-skid

material. 856.03 EQUIPMENT (Add the following :) Use equipment fitted with a functional data logging system equipment listed on the Oklahoma Department of Transportation’s qualified products list (http://www.okladot.state.ok.use/traffic/qpl/index.php ). Ensure the data logging system is operational, calibrated, and in use prior to striping operations. Provide the Engineer with a certification that the data logging system equipment meets the manufacturer’s recommended calibration, along with the manufacturer’s recommendations for equipment calibration frequency. 856.04 CONSTRUCTION METHODS A. Surface Preparation Remove foreign material from the road surface before applying the dual component material.

Ensure the pavement surface is dry. Use abrasive blasting, grinding, or high-pressure water jet to remove existing, temporary, or

permanent traffic markings until at least 95 percent of the underlying pavement is visible, unless otherwise specified by the manufacturer. Minimize interference between temporary pavement markings and the permanent dual-component pavement marking materials.

Remove the curing compound at least 1 in [25 mm] beyond the width of the marking. After

removing the curing compound, sweep and use a high-pressure air spray. B. Pavement Temperature and Condition (Replace with the following:)

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http://www.okladot.state.ok.use/traffic/qpl/index.php


856 - 3 of 6 12-4-13

Apply dual component pavement markings to Portland cement concrete pavement surfaces at least 30 calendar days after paving, and new asphalt concrete pavement a minimum of 3 calendar days after paving under the following conditions:

• On a dry roadway (no standing water or significant dampness) • At a pavement surface temperature of at least 40 °F [4.4 °C] and rising; and • At wind chill temperature of at least 35 °F [1.7 °C].

Measure the pavement surface temperatures 30 min before beginning striping installation. If

critical temperatures exist, as determined by the Engineer, measure the pavement surface temperature every 1 hr to 2 hr, or at shorter intervals as directed by the Engineer, until the end of the day. Measure the pavement surface temperature with a standard surface temperature or infrared non-contact thermometer.

In the event that temperatures and conditions are not conducive to the installation of permanent

pavement marking within the specified time frame, including time for curing of PC pavement, the Engineer may allow and accept the installation of temporary pavement marking in lieu of permanent markings at no additional cost to the Authority until such time as the permanent markings can be installed. Maintain the temporary markings until temperatures and conditions are conducive for permanent striping. Furthermore, the Authority may suspend the contract and/or milestone time until temperatures and/or conditions improve such that the permanent markings can be placed. In order for time suspension to be considered all contract work which is unaffected by the inability to place the permanent paving markings must be completed.

C. Application (Replace with the following:) Apply large glass beads at a coverage rate of at least 12 lb per 100 ft2 [5.4 kg per 10 m2] before

applying standard beads. Apply standard glass beads at a coverage rate of at least 12 lb per 100 ft2 [5.4 kg per 10 m2]. For hand-machine applied markings, apply large glass beads at a coverage rate of at least 12 lb per 100 ft2 [5.4 kg per 10 m2] before applying standard beads. Apply standard glass beads at a coverage rate of at least 12 lb per 100 ft2 [5.4 kg per 10 m2].

Alternatively, for Portland cement concrete pavement apply a non-reflectorized contrast marking,

of the same dimensions as the white skip lines shown on the Plans, immediately after each upstream white skip line.

For Portland cement concrete pavements ensure the traffic stripe is a minimum thickness of

20 mils. For asphalt concrete pavements ensure the traffic stripe is a minimum thickness of 25 mils. Use a computerized data logging system for monitoring the application of multi-polymer stripe to

measure the thickness of the multi-polymer stripe. Collect data for any pavement marking application of 1,000 linear feet or greater. Report the following data as an average for each 1,000 feet:

• Application speed to the nearest 0.1 mph • Weight (lbs) and/or volume (gallons as measured through a piston displacement pump

mechanism) amount of material used by color • Weight (lbs) of glass beads/elements used • Pavement surface temperature (˚F) • Air temperature (˚F) • Dew point (˚F)

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856 - 4 of 6 12-4-13

• Humidity (%) • Material application rates and film thickness over section painted.

In addition to the above data, record the highway number with the beginning and ending reference point rounded to the nearest hundredth of a mile, project number, and job piece number. Provide an electronic or printed record of the data to the Engineer daily. The Engineer may determine that more frequent submission is necessary, particularly if equipment malfunctions occur. Produce either the printed or electronic records in their final form prior to the records being removed from the striping equipment (i.e. the Contractor presents this to the Engineer in the field). If only one record is produced at the striping equipment, the other maybe produced in an office. However, present the first record to the Engineer prior to any of the data entering an office environment. Ensure the electronic record is a comma or space delimited text file, adequate for insertion into a computerized spreadsheet software package, or a spreadsheet format acceptable to the Engineer. Provide the Engineer the above records for all longitudinal non-handwork line painted. Prior to the start of striping operations, travel a distance of 100 ft. to verify the consistency of physical and electronic measurements of distance traveled. Ensure longitudinal and edge line markings meet the minimum mil thickness values in accordance with Table 856:5 for concrete pavement, and Table 856:6 for asphalt pavement:

Table 856:5 Minimum Mil Thickness

PCC Pavement mils Contract unit price adjustment ≥20 100%

19 – 18 90% 17 - 16 75% 15-14 50% < 14 Remove and replace

Table 856:6 Minimum Mil Thickness

AC Pavement mils Contract unit price adjustment ≥25 100%

24-23 90% 22-21 75% 20-19 50% <19 Remove and replace

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D. Performance Period (Replace with the following:) Ensure markings and replacement markings meet the Contract requirements for at least

one (1) calendar year from the beginning of the warranty period. Within 45 calendar days of notification by the Engineer, remove and replace non-compliant pavement markings at no additional cost to the Authority.

E. Retroreflectivity (Replace with the following:) Measure stripes with a portable reflectometer that uses 30 m geometry in accordance with

ASTM E 1710 and the manufacturer recommendations. Ensure the manufacturer calibrates the reflectometer annually. Keep the annual calibration certification with the reflectometer. All reflectometer readings must be in conjunction with line thickness gauge measurements.

(1) Minimum Retroreflectivity

Ensure longitudinal markings on Portland cement concrete and asphalt concrete pavement surfaces meet the minimum retroreflectivity values in accordance with Table 856:7 and 856:8.

(2) Measurement

Measure retroreflectivity of markings within 7 to 21 calendar days of placement, after removing loose beads.

Measure marking retroreflectivity in the direction of traffic, except the Authority will allow yellow skip stripes to be measured in either direction of travel. One measurement (multiple readings) will represent each 2,500 ft [762 m] lot of single-color longitudinal stripe. The Authority will not allow readings for adjacent lots to be taken closer than 1,000 ft [305 m] from each other.

For solid longitudinal stripes, one measurement represents the average of five readings per lot, taken at 3 ft [1 m] intervals along a randomly selected 15 ft [4.5 m] section of solid stripe.

For longitudinal skip stripes, one measurement represents the average of six readings per lot, two readings taken from each of three adjacent skip stripes. The Authority will not allow readings taken within the first or last 1 ft [0.3 m] of skip stripes.

For non-compliant measurements, the Engineer will require additional measurements to determine the extent of non-compliance.

The Authority will not require measurements of the following:

• Stop-bars, crosswalks, gores, words, symbols; • Longitudinal striping installed using hand line machines; • Projects no greater than 1 mi [1.6 km] long.

Obtain the Engineer’s approval in writing before using a mobile retroreflectometer system as an alternative measurement method.

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(3) Acceptance


Table 856:7 Minimum Retro-reflectivity (PC Pavement)

White Yellow mcd/m2/lx Pay Adjustment mcd/m2/lx Pay Adjustment

≥500 * 100% ≥325 * 100% 450-499 * 75% 275-324 * 75% 300-449 * 50% 225-274 * 50%

<300 Remove and replace <225 Must Remove and replace

*The Contractor has the option to replace the stripe at no additional cost to the Authority, or take the deduction.


Table 856:8 Minimum Retro-reflectivity (AC Pavement)

White Yellow mcd/m2/lx Pay Adjustment mcd/m2/lx Pay Adjustment

≥400 * 100% ≥250 * 100% 350-399 * 75% 225-249 * 75% 200-349 * 50% 175-224 * 50%

<200 Remove and replace <175 Remove and replace * The Contractor has the option to replace the stripe at no additional cost to the Authority, or take the deduction. 856.05 BASIS OF PAYMENT (Replace the second paragraph with the following:) The Authority will consider the cost of preparing the pavement to be included in the contract unit price for the relevant pay item.

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CONSTRUCTION ZONE PAVEMENT MARKINGS _________________________________________________________________________________________________________

857 - 1 of 3

AUTHORITYOKLAHOMA TURNPIKE AUTHORITY SPECIAL PROVISIONS

FOR SECTION 857

CONSTRUCTION ZONE PAVEMENT MARKINGS

JKT-2343A These Special Provisions revise, amend and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. 857.01 DESCRIPTION (Add the following : ) This work consists of removing pavement markings along with other debris from asphalt concrete and Portland cement concrete pavement surfaces. 857.02 MATERIALS (Add the following : ) Provide potable water. Lake or river water will not be allowed. Use of chemicals, abrasives materials, grinders, detergents or salt water will not be allowed. 857.04 EQUIPMENT (Revise as follows : )

A. General

Apply pavement markings in accordance with the manufacturer’s recommendations. Use a paint machine and bead dispenser in accordance with Subsection 854.03, “Equipment,” to apply the painted construction traffic stripe. Use equipment for removing pavement markings that will not damage the pavement surface or pavement material texture.

(Add the following : ) B. Hydroblasting Equipment

Use cleaning or pavement marking removal equipment capable of removing 100% of the

pavement marking using high-pressure water. Ensure the equipment is capable of maintaining 36,000 psi water pressure at a maximum flow rate of 16 gpm. Provide a self-propelled vehicle with all functions programmable and repeatable for long lines of road marking removal. The removal head must be capable of rotating at a minimum of 1,500 rpm. Ensure the equipment is capable of removing a minimum of 1,200 linear feet of 4 inch strip per hour.

Use trolley mounted water jetting equipment to remove pavement markings in areas

inaccessible to the truck mounted equipment to remove pavement markings in areas inaccessible to the truck mounted equipment such as hatched areas, words, arrows and symbols. Ensure the equipment is capable of maintaining 36,000 psi water pressure. The removal head must be capable of rotating at a minimum of 1,500 rpm.

Use equipment capable of removing the traffic strip from the surface, including cracks, to

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857 - 2 of 3

surface by etching or exposing coarse aggregate. Use a wet vacuum in conjunction with the removal head to remove all debris to a secure holding tank on the truck. After removal of the pavement markings leave the surface clean and ready to accept the new road marking once drying has occurred.

Operate all equipment in the same direction as traffic flow. Ensure all equipment meets applicable OSHA requirements.


D. Removal (Replace with the following : )

If a detour or permanent pavement markings conflict with the pavement markings of the next traffic control phase, remove as approved by the Engineer before switching traffic. Remove existing pavement markings and replace with temporary markings before roadway opens to traffic. Remove temporary pavement markings before installing final striping.

When additional pavement marking is necessary due to overlays, redirection of traffic, restoration, or Engineer direction, start the pavement marking within 24 hours of notification from the Engineer.

Remove the removable pavement marking and adhesive, as directed by the Engineer. Install

additional pavement markings according to traffic conditions, as approved by the Engineer. Immediately dispose of removed pavement marking tape and pavement markers.

Remove pavement markings without damaging the pavement surface, or pavement material

texture. Pavement material texture will be considered damaged if more than 5 mils are removed below the original strip. Repair pavement damage as directed by the Engineer at no additional cost to the Authority.

The Authority will not allow painting over or blotting out the existing pavement markings.

When removing pavement markings, immediately remove the residue using a vacuum attachment operated concurrently with the operation, or by other methods approved by the Engineer.

When the method of Hydro-blasting is utilized, the work shall be performed at locations

shown on the plans or as directed by the Engineer. Remove 100% of the pavement marking deposits using ultra-high pressure water jets without damaging the road surface. Repair any damage to the pavement surface caused by the Contractor’s operation at no additional cost to the Authority. Obtain the Engineer’s approval of the proposed method of repair prior to performing the repair.

Operation of the ultra-high pressure water jets shall be performed and supervised by qualified

personnel certified by the equipment manufacturer. Do not perform work unless the ambient temperature and pavement temperature is a minimum of 40 degree Fahrenheit.

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857 - 3 of 3

Use collection systems to prevent the escape of debris. If spills or releases occur, immediately cease operations, clean up the debris, and take appropriate corrective actions to prevent similar releases from occurring.

Properly dispose of wastes generated during the pavement marking removal, in compliance

with all applicable federal, state and local laws, regulations, and rules. Ensure the work site is clear of visible debris at the end of each work day.

857.05 METHOD OF MEASUREMENT ( Add the following : )

Pavement Marking Removal (Traffic Stripe) will be measured by linear foot of four inch wide traffic stripe where a narrower or wider stripe is to be removed, that is, prorated to a four inch strip. Count each unit of arrows, words or symbols to be removed.

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CONSTRUCTION ZONE IMPACT ATTENUATORS ____________________________________________________________________________________________

SP 871 - 1 of 1


FOR SECTION 871

CONSTRUCTION ZONE IMPACT ATTENUATORS

JKT-2343A

These special provisions amend and where in conflict, supersede applicable sections of the Standard Specifications for Turnpike Construction, Edition of 2010. (Add the following:) 871.01 DESCRIPTION This work consists of providing construction zone impact attenuators. 871.02 MATERIAL Provide construction zone impact attenuators meeting NCHRP 350 test level III requirements. 871.04 CONSTRUCTION METHODS Install impact attenuators as specified in the plans, and in accordance with the manufacturer’s recommendations. 871.05 METHOD OF MEASUREMENT The Engineer will measure Construction Zone Impact Attenuator by the sign day. 871.06 BASIS OF PAYMENT The Authority will pay for each pay item at the contract unit price per the specified pay unit as follows: Pay Item: Pay Unit: (B) CONSTRUCTION ZONE IMPACT ATTENUATOR………………….……………SD _____________________________________________________________________________________

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IMPACT ATTENUATORS ______________________________________________________________________________________

SP 871 - 1 of 2

OKLAHOMA DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION

FOR SECTION 871

IMPACT ATTENUATORS

JKT-2343A These Special Provisions revise, amend, and where in conflict, supersede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. (Add the following:) 871.01 DESCRIPTION This work consists of providing impact attenuators. 871.02 MATERIAL Provide the impact attenuator specified in the plans. If no impact attenuator is specified provide any of the following impact attenuators, or an approved equal impact attenuator meeting NCHRP 350 test level III criteria and the ODOT Guidelines for Crash Cushions:

Model Manufacturer

Redirective

H.E.A.R.T.™ (Needs to meet all QPL requirements)

Trinity Highway Products, LLC. www.highwayguardrail.com

QuadGuard™ Elite Energy Absorption Systems, Inc. www.energyabsorption.com

QuadGuard™ Narrow Energy Absorption Systems, Inc. www.energyabsorption.com

QuadGuard™ Wide Energy Absorption Systems, Inc. www.energyabsorption.com

SCI-100GM™ (Smart Cushion) Work Area Protection Corporation www.workareaprotection.com

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IMPACT ATTENUATORS ______________________________________________________________________________________

SP 871 - 2 of 2

TAU-II™ Family (Parallel, Taper, or Combination)

Barrier Systems, Inc. www.barriersystemsinc.com

TRACC Family (FasTRACC™; WideTRACC™)

Trinity Highway Products, LLC. www.highwayguardrail.com

Non-Redirective

Absorb-350™ Barrier Systems, Inc. www.barriersystemsinc.com

Big Sandy™ (Sand Barrels) TrafFix Devices, Inc. www.traffixdevices.com

Energite III™ Energy Absorption Systems, Inc. www.energyabsorption.com

Fitch Universal Barrels™ Energy Absorption Systems, Inc. www.energyabsorption.com

Impact attenuators listed herein will be accepted by the Department. For any new products or variations of existing product to be included in the list, it is the responsibility of the Contractor to demonstrate that the product has met all NCHRP-350 TL-3 requirements, and has been evaluated for Oklahoma Qualified Product List (QPL). 871.03 EQUIPMENT - VACANT 871.04 CONSTRUCTION METHODS Install impact attenuators as specified in the plans, and in accordance with the manufacturer’s recommendations. 871.05 METHOD OF MEASUREMENT The Engineer will measure impact attenuators by the unit as shown on the Plans. 871.06 BASIS OF PAYMENT The Department will pay for each pay item at the contract unit price per the specified pay unit as follows:

Pay Item: Pay Unit:

(A) IMPACT ATTENUATOR EA NOT FOR C

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CONSTRUCTION SIGNING AND TRAFFIC CONTROL _________________________________________________________________________________________________________

SP 880 - 1 of 8


FOR SECTION 880

CONSTRUCTION SIGNING AND TRAFFIC CONTROL

JKT-2343A

These Special Provisions revise, amend, and where in conflict, supercede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010.


880.01 DESCRIPTION This work consists of providing, erecting, and maintaining signs, lights, barricades, and other

traffic control devices which are used for the purpose of warning, regulating, directing or otherwise controlling the flow of traffic through a construction contract.

880.02 MATERIALS A. Construction Signing and Traffic Control Materials

Provide materials for construction signing and traffic control in accordance with NCHRP 350 report Test Level III, approved by FHWA.

(1) Arrow Display Provide each arrow display with a circuitry control unit, a mounting frame, and a sign

panel with yellow sealed beam lamps attached in accordance with MUTCD Section 6F-3.

Provide non-reflective black finish for panel faces exposed to oncoming traffic. Provide a control unit to display higher intensity during the day and lower intensity at

night. Ensure lamps display the same light intensity for a given setting. The Authority will only allow the substitution of larger panels for smaller panels.

Provide a mounting frame to support the sign panel so the bottom edge of the panel is at least 7 ft [2.1 m] above the roadway surface when displayed to oncoming traffic. Mount arrow displays so the panel rotates on a horizontal axis to hide it from the view of oncoming traffic when not in use. Mount mobile arrow displays on pneumatic-tired vehicles.

Provide a power source with a separate auxiliary power source that can be immediately available to operate flashing lights. Provide a self-contained battery or electric generator power source on mobile arrow displays.

Provide arrow displays with a solid-state electronic circuitry control unit with four modes that contain switching controls for operator selection in accordance with Table 880:1, “Arrow Display Controls.” NOT FOR C

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SP 880 - 2 of 8

Table 880:1 Arrow Display Controls

Mode Display Pass Right Flashing arrow Pass Left Flashing arrow

Pass either side The apex of the outermost chevrons point to the nearest panel edge Caution At least four lamps in a pattern not indicating a direction

(2) Construction Signs and Barricades Provide metal, wood, or plastic supports and sign blanks. Provide two supporting

legs for each sign 10 ft² [1 m²] or larger. Provide wide-angle flat-top retroreflective sheeting for signs and barricades in accordance with Type IV-A sheeting, unless otherwise shown on the Plans.

Construct sign messages and symbols in accordance with MUTCD and as shown on the Plans.

Mark and immediately replace construction signs not in accordance with Subsection 719.04, “Retroreflective Sheeting.”

(3) Construction Signs 32.3 ft² [3 m²] and Larger Provide aluminum or galvanized steel to construct signs. If ground mounting,

provide and install breakaway signs in accordance with GMS-1, FGS-1, FGS-2, and SPA-1. The Engineer will approve installation locations before construction begins. The Authority will not require reinforcing steel in the sign footings. Place signs on existing overhead signs if shown on the Plans.

Retro-reflectorize signs as required by the Contract. Provide signs of the designs and colors shown on the Plans.

(4) Vertical Panels Provide vertical panels in accordance with MUTCD Section 6F-5. Place Type IV-A

reflectorized sheeting on both sides of each vertical panel.

(5) Warning Lights Provide warning lights in accordance with MUTCD Section 6F-7OF.

(6) Cones Provide cones in accordance with MUTCD Section 6F-5.

(7) Flagger If required by the Contract, provide two flaggers per sign day. Provide lighting to

illuminate the flagger stations at night.

(8) Plastic Drums Provide two-piece breakaway drums in accordance with the MUTCD. The drums

must accommodate conventional barricade warning lights that are in accordance with the NCHRP 350, Category I device requirements. These drums will be used as channelizing devices for construction and maintenance operations.

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SP 880 - 3 of 8

Provide plastic drums at least 36 in [900 mm] high and at least 18 in [450 mm] wide

regardless of orientation. The plastic drum must be capable of withstanding 60 mph [100 km/h] winds, turbulence created by vehicles, and repeated movements during construction and maintenance operations. Ensure the top portion of the unit deforms and breaks away from the base upon vehicular impact. Ensure the base remains in place, allowing the vehicle to pass over it. Ensure the base weighs at least 40 lb, and the outside edge does not exceed 4 in [100 mm]. Provide rubber base collars that are clean cut, the proper size, black in color, and not curved at the top edges. Ensure the maximum diameter of the base does not exceed 36 in [900 mm].

Provide bright orange plastic drums that resist color fading. Ensure the plastic drum is crash worthy in accordance with the NCHRP 350. Ensure sheeting surfaces provide maximum adhesion of reflective sheeting to the drum body.

Provide weather tight drums designed to accept horizontal, circumferential bands of

reflectorized sheeting, 4 in to 6 in [100 mm to 150 mm] wide. Provide drums with a D-shaped configuration at the base attachment point to minimize rolling after impact. Provide drums with enclosed tops, and drains to prevent water accumulation. Ensure that stacking the drums will not damage the reflective surface. Ensure each drum allows the attachment of two Type A or Type C conventional barricade warning lights. Provide warning lights capable of remaining attached during repeated impacts at speeds of at least 55 mph [88 km/h] and in accordance with NCHRP 350.

Provide drums that have alternating fluorescent orange and white horizontal circumferential stripes of retro-reflectorized sheeting. Ensure there shall be a minimum of two fluorescent orange and two white stripes, beginning with a fluorescent orange stripe at the top of the drum. If there are non-reflectorized spaces between the horizontal orange and white stripes, ensure they are no more than 2 in [50 mm] wide. Ensure the non-reflectorized portions of the drum are orange. Provide reflective sheeting that meets the requirements of the latest ASTM D4956, and the Federal Highway Administration Luminance Factor for fluorescent orange, Type VI reboundable sheeting (see Table 880:2).

Table 880:2

Luminance Factor, YT Sheeting Type Min Max Fluorescence Luminance

Factor Limit YF

Fluorescent Orange 25 None 15

(9) Tube Channelizers Provide orange tube channelizers, at least 27 in [700 mm] high and at least 2 in

[50 mm] wide when facing traffic. Ensure the channelizers do not damage vehicles upon impact. NOT FOR C

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For nighttime use, equip each tube channelizer with two 3 in [75 mm] wide white bands with retroreflectivity at least that of Type IV sheeting. Place the white bands no greater than 2 in [50 mm] from the top of the tube and no greater than 6 in [150 mm] apart.

(10) Sampling and Testing Submit to the Engineer a Type D certification in accordance with Subsection 106.04,

“Materials Certifications.”

(11) Temporary Roadway Lighting Assembly

Provide temporary roadway lighting assemblies of the type specified, meeting the material requirements of applicable subsections of these specifications. Include all of the following items, unless otherwise specified:

• 2/C or 3/C No. 4 ACSR electric conductor (aerial), between the lighting poles and

to the temporary service pole. • 1/C No. 12 electric conductor, to the luminaries. • In-line fuse connector with a 15 amp. Fuse. (Optional) • An existing or new permanently installed roadway pole with either one or two

luminaires may be considered a temporary roadway lighting assembly for payment as outlined in Section 880.05.

Provide the following specific items for the various assembly types: • Assembly Type 40

- 40' (12.2 m) Class 6 wood pole with an 8' (2.4 m) galv. steel mast arm - 250 watt high pressure sodium roadway luminaire rated at 27,000 lumen, Type

M-S-III

• Assembly Type 55 - 55' (16.8 m) Class 4 wood pole with a 10' (3.0 m) galv. steel mast arm. - 400 watt high pressure sodium roadway luminaire rated at 50,000 lumen, Type

M-S-III

(12) Temporary Service Pole Assembly

Provide temporary service pole assemblies meeting the material requirements of applicable subsections of these specifications. Include all of the following items, unless otherwise specified:

• 35' (10.7 m) Class 6 wood pole • 60 or 100 amp. , 2-pole lighting controller • 60 or 100 amp. disconnect switch

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SP 880 - 5 of 8

• Miscellaneous equipment including PE cell, conduit, electrical conductors, fuses, connectors and meter base, if required

880.03 EQUIPMENT — VACANT

880.04 CONSTRUCTION METHODS Perform construction traffic control as directed by the Engineer in accordance with MUTCD

Chapter VI and as shown on the Plans.

Place signs, lights, and barricades on portable or fixed supports as required by the Contract.

Monitor and maintain the condition of devices. Immediately clean, degrease, or replace damaged signs and devices as directed by the Engineer. All devices used must meet reflectivity requirements in accordance with MUTCD and as directed by the Engineer at all times.

Coordinate with Authority personnel to conduct nighttime traffic control device reviews at the beginning of the Project, in conjunction with major changes to traffic signing, and at monthly intervals. Record the date and result of the nighttime inspection in the contractor signing log.

Immediately remove or cover unnecessary traffic control devices as approved by the Engineer.

Light the flagger stations at night and ensure the lighting does not impede the vision of passing drivers.

The Engineer will give written notice of unacceptable conditions to facilitate prompt maintenance and changes in construction traffic control devices. The Engineer shall be the sole judge as to whether the unacceptable condition constitutes an immediate safety hazard to the travelling public or construction workers.

Dispatch sufficient resources within two (2) hours of notification by the Engineer to perform needed corrections to the unacceptable conditions that constitute an immediate safety hazard. Other unacceptable conditions identified by the Engineer shall be corrected within 12 hours of notification by the Engineer.

Failure to restore the required traffic control devices and protection within the time limits specified above will result in a non-recoverable, daily monetary deduction for each 24-hour period (or portion thereof) the deficiency remains. The time period will begin with the time of notification to the Contractor and end once the Engineer has accepted the correction. The deduction will be applied at the rate of $2,500 per day or 0.05 percent (0.05%) of the awarded contract value, whichever is greater.

If the Contractor continually fails to correct the unacceptable condition, the Engineer may perform the corrections and the cost thereof will be deducted from the monies due or which may become due the Contractor. This corrective action will in no way relieve the Contractor of the contractual requirements of responsibilities or associated penalties.

Existing general roadway illumination shall not relieve the Contractor of his responsibility for furnishing and maintaining any of the traffic control devices specified.

Maintain continuous surveillance and continuously realign and relocate all traffic control devices displaced by wind, traffic, Contractor operations, or any other cause. Provide additional

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SP 880 - 6 of 8

personnel and equipment to maintain all traffic control devices during inclement weather conditions.

Continue providing construction traffic control and maintain the log of devices until completion and acceptance at no additional cost to the Authority.

Install the temporary roadway lighting assembly and temporary service pole assembly at the direction of the Engineer, and in cooperation with the local utility company and the local governmental agency. Repair any damage to the temporary roadway lighting assembly and/or temporary service pole assembly inflicted during the installation, relocation, and/or removal of these items at no additional cost to the Authority.

Install Assembly Type 40 on two-lane and three-lane roadways. Install Assembly Type 50 on roadways with more than three lanes.

The suggested maximum spacing between temporary lighting poles is 150' to 170' (45.7 m to

51.8 m) for Assembly Type 40, and 180' to 210' (54.9 m to 64 m) for Assembly Type 55. Connect the temporary lighting poles to electrical power at a temporary service pole using aerial conductors. Using portable median barrier, protect the temporary light poles and service pole assemblies from the traffic flow in a manner approved by the Engineer.

Operate temporary roadway lighting at 480 volts.

880.05 METHOD OF MEASUREMENT A. Per Pay Item

If Plans show itemized pay items for construction traffic control devices, the Engineer will measure each device used for construction traffic control per calendar day. For non-working periods, the Engineer will use the sign log from the previous and successive working days to measure payment for devices. The Engineer will measure one calendar day for devices used at multiple locations in one day.

Maintain a log of devices used for construction traffic control per calendar day. Update the log daily throughout the project to confirm the addition or deletion of individual devices. Submit the log to the Engineer before each pay period.

The Authority will not allow unnecessary devices to remain in place for more than 5 days unless covered as directed by the Engineer. The Engineer will not measure unnecessary devices left in place. After 5 calendar days, the Engineer will deduct the contract unit price of the relevant pay item every day the unnecessary device remains in place and uncovered. If an unnecessary device remains in place and uncovered for more than 30 calendar days, the device will become the property of the Authority.

The installation and removal of the Temporary Roadway Lighting Assembly will be measured by the unit, complete in place, for each calendar day the device is required and is in place in an acceptable condition and position to meet all of the above requirements. Measurement for payment will be by the Luminaire Day (LMDY) beginning on the day that

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SP 880 - 7 of 8

the temporary roadway lighting assembly is in place and operational. A Luminaire Day is defined as any 24-hour day that the assembly is operational.

Temporary or permanent lighting assemblies with two luminaires will be measured as

two luminaire days. Temporary Roadway Lighting Assembly will be measured for payment with a 30-day

minimum for each relocation. The cost bid for Temporary Roadway Lighting Assembly may also be used for

compensation for temporary lighting utilizing existing and/or permanent pole installations during the interim time between the time they are installed and operational and before the final circuit is accepted and the permanent service pole is operational.

Any existing lighting pole assembly that is being used for temporary lighting during

construction will not be paid for until that assembly is connected to a circuit for which the Contractor is furnishing the electrical energy.

B. Lump Sum Item The Authority will pay for Construction Traffic Control as a percentage equal to the work

completed versus the amount bid for the Base Bid (ie, Part “A”) minus the amount bid for traffic control. The Authority will pay for amounts of Construction Traffic Control remaining on the date of completion on the next estimate.

If additional days are necessary, the Engineer will calculate a daily rate by dividing the lump sum contract unit price for Construction Traffic Control by the number of calendar days in the contract time. The Engineer will calculate the additional compensation by multiplying the daily rate by the number of additional days.

If the Contractor fails to make corrections to devices as directed by the Engineer, penalties will be imposed as outlined in Subsection 880.04.

880.06 BASIS OF PAYMENT The Authority will pay for each pay item at the contract unit price per the specified pay unit

as follows:

Pay Item: Pay Unit: (A) ARROW DISPLAY (TYPE) Sign Day (B) CONSTRUCTION SIGNS (SIZE) Sign Day (C) CONSTRUCTION BARRICADES Sign Day (D) VERTICAL PANELS Sign Day (E) WARNING LIGHTS (TYPE) Sign Day (F) DRUMS Sign Day (G) TUBE CHANNELIZERS Sign Day (H) CONES (SIZE) Sign Day (I) FLAGGER Sign Day

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SP 880 - 8 of 8

Pay Item: Pay Unit: (J) CONSTRUCTION TRAFFIC CONTROL Lump Sum (K) SURVEILLANCE OF TRAFFIC CONTROL Sign Day (L) TEMPORARY ROADWAY LIGHTING ASSEMBLY Luminaire Day

If the Contract includes a lump sum pay item for Construction Traffic Control, the Authority will consider the cost of installing and removing all construction traffic control to be included in the contract unit price for Construction Traffic Control.

The Authority will pay for Surveillance of Traffic Control, Traffic Surveillance, Police, and Arrow Display separate from the other construction traffic control pay items.

If the Engineer requires additional signing for safety, differing site conditions which require additional work and calendar days, or uncontrollable third party delays that require the extension of contract time, the Authority will pay for such by prorating the price bid for lump sum traffic control. The amount determined by multiplying the rate per day for construction traffic control by the number of additional days allowed by the Engineer will be the amount added by change order, and shall be full compensation for the additional work or third party delay.

Unless otherwise shown on the Plans or Special Provisions, construction traffic control devices remain the property of the Contractor upon project completion.

The Authority will consider the cost of incidental items for detours and other traffic control systems to be included in the contract unit price for other relevant pay items.

The Authority will consider the cost of providing two flaggers and lighting the flagger stations at night to be included in the contract unit price for Flagger.

The Authority will not pay for construction traffic control for time extensions due to unusually severe weather.

The Authority will not pay for devices on liquidated damage days.

If the Engineer suspends contract time for public safety in accordance with Subsection 108.07, “Administration and Extension of Contract Time,” the Authority will pay for construction traffic control during the period of suspension.

Payment will be considered full compensation for this item of work. Include all costs for the Temporary Roadway Lighting Assembly in the unit price bid for this item of work, including all materials, hardware, installation, relocations, removal upon completion of the project, any temporary service pole assembly, costs of electrical energy to the service pole necessary to operate the completed temporary lighting system, and all maintenance or repairs required to keep the system in operation during construction.

Do not include the cost for portable median barrier used to protect the temporary lighting

assembly in this item of work.

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CHANGEABLE MESSAGE SIGN ____________________________________________________________________________________________________________________

SP 882- 1 of 3


FOR SECTION 882

CHANGEABLE MESSAGE SIGN

JKT-2343A These Special Provisions revise, amend, and where in conflict, supercede applicable Sections of the Standard Specifications for Turnpike Construction, Edition of 2010. (Add the following:)

882.01 DESCRIPTION This work consists of providing, maintaining, and using a trailer-mounted changeable

message sign or remote-controlled changeable message sign.

882.02 MATERIALS Provide an internally-illuminated variable-message sign including the following

characteristics:

• A magnetically operated matrix, LED, fiber optic, or lamp matrix message board, • A solar and battery power supply, • Hardware for connection to a 110 V power source, • An on-board computer, and • A computer-operated interface. Mount on a towable, heavy duty trailer.

Provide a sign capable of three lines of text or symbols, each with seven rows and 40 columns of LED pixel display elements. Provide solid state LEDs and LED energize/de-energize circuitry, directly embedded in the display element panel. Ensure each line consists of eight separate, interchangeable display element panels with seven rows and five columns of display elements. Provide display element panels with an evenly installed horizontal matrix, with 3 in between individual characters. Ensure each display element panel measures 18 in [457 mm] high by 13 in [330 mm] wide, with no separate driver boards required to drive the LEDs. Provide a separate wiring harness to power each LED pixel on the display element panels.

Provide sign display elements consisting of wide-angle LEDs that allow 30° legibility of the sign message. Ensure LEDs rated for at least a 100,000 hr life. Ensure the display elements operate at temperatures from −20 °F to 140 °F [−29 °C to 60 °C].

Ensure clear sign legibility from 1,000 ft [305 m].

Provide an onboard computer to control the sign. Ensure the sign automatically changes to a pre-selected default message upon failure, and it remains on display until the problem is corrected.

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SP 882- 2 of 3

Equip the remote-controlled changeable message sign unit with a cellular telephone and a security system that prevents unauthorized sign access, but allows access through a password or code unique to that sign. If the password or code is not entered within 60 s of initial telephone contact, terminate the call. Control the remote-controlled changeable message sign with a touch tone modem decoder.

Provide a sign capable of storing up to 199 preprogrammed messages, and displaying any of the messages with a call through the trailer-mounted terminal for the changeable message signs and the remote-controlled changeable message signs. Ensure the sign retains the messages during power failure. Ensure sign operation if the sign keyboard controller is disconnected.

Provide a solar recharged battery pack as the primary power supply.

Provide a solar power supply consisting of solar cell modules installed in a rigid mount at the top of the sign case, and wired to the battery pack through a 30 A solar regulator. Ensure the solar regulator capable of 30 consecutive 24 hr days of operation, starting with a fully charged 12 V battery pack without sun under normal weather conditions. Include a temperature- compensated, voltage-regulated 110 V (AC) battery trickle charger, accessible from a standard plug-in convenience receptacle mounted in the side of the pedestal. Ensure a 110 V (AC) battery trickle charger capable of recharging the battery pack within 24 hr to 48 hr. Ensure the temperature-compensated voltage-regulated trickle charger automatically charges the batteries when 110 V (AC) is applied to the convenience receptacle. Do not require the operator to configure the charging system after plugging in the 110 V (AC) power source.

Provide four 12 V D-size batteries, deep cycle rated for solar power systems.

Ensure the lamp matrix, LED, or fiber optic sign equipped with a top-mounted photocell for automatic sign-dimming during night use.

Provide a trailer rated for 3,500 lb [1,588 kg] including an axle and springs rated for 3,500 lb [1,588 kg]. Ensure each trailer includes hydraulic surge brakes rated for 6,000 lb [2,722 kg], with a 2 in [50 mm] ball hitch.

Provide a trailer consisting of a frame and tongue constructed of square tube. Ensure the frame is at least 3 in by 3 in [75 mm by 75 mm] and 3/16 in [4.8 mm] thick; and the tongue is at least 3 in by 3 in [75 mm by 75 mm] and ¼ in [6.4 mm] thick. Weld the tongue and trailer in accordance with AWS standards. Use ASTM 500 grade B alloy. Ensure the trailer is 196 in [4,978 mm] long by 79.5 in [2.019 mm] wide. Provide 15 in [375 mm], five lug wheels with holes for inserting a heavy chain to prevent vandalism. Provide size P205-75-15 rating B tires.

Provide the trailer with four leveling jacks, one at each corner, making the trailer and sign assembly capable of withstanding 104 mph [167 km/h] wind gusts.

882.03 EQUIPMENT — VACANT

882.04 CONSTRUCTION METHODS. Provide, place, operate, maintain, and relocate the sign as shown on the Plans. NOT FOR C

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882.05 METHOD OF MEASUREMENT — VACANT

882.06 BASIS OF PAYMENT The Authority will pay for each pay item at the contract unit price per the specified pay unit

as follows:

Pay Item: Pay Unit:

(A) CHANGEABLE MESSAGE SIGN Each or Sign Day

(B) REMOTE CONTROLLED CHANGEABLE MESSAGE SIGN Each or Sign Day

The Authority will consider the cost of the cellular telephone and telephone charges required for the remote-controlled sign to be included in the contract unit price for Remote-Controlled Changeable Message Sign. The cellular phone will become the property of the Authority.

If the Contract includes an each pay item for Changeable Message Sign or Remote Controlled Changeable Message Sign, the portable changeable message signs will become the property of the Authority upon completion of the Project.

If the Contract includes a sign day pay item for Changeable Message Sign or Remote Controlled Changeable Message Sign, the portable changeable message signs will become the property of the Contractor upon completion of the Project.

The Authority will consider the cost of providing, placing at a location approved by the Engineer, maintaining, and operating one changeable message sign for 1 day to be included in the contract unit price for the relevant pay item.

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PROPOSALS MUST BE RECEIVED BY 9:30 A.M ... 2343A bid documents.pdfPROPOSALS MUST BE RECEIVED BY 9:30...

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