Bid Notice-Resurface (Asphalt) SH-2. From 0.49 Miles South of the US-266 Intersection.pdf

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 TELEPHONE NO. 405-521-3921.

PROPOSAL 260150

CALL ORDER 140

TO BE LET ON

THURSDAY, JUNE 11, 2026 AT 10:30 A.M.

STANDARD PROPOSAL

BIDX WILL BE ACCEPTED.

MUSKOGEE AND HASKELL COUNTIES

STATE AID PROJECT

RESURFACE (ASPHALT)

SH-2: FROM 0.49 MILES SOUTH OF THE US-266 INTERSECTION,

EXTEND SOUTH NEAR PORUM.

PROJECT LENGTH = 14.920 MILES

SSR-251B(210)SR, 38998(04)

CONTRACT TIME ESTIMATED FOR PROPOSAL IS 30 CALENDAR DAYS

FLEX START - SEE SPECIAL PROVISION 108-23

THE DBE GOAL IS ZERO FOR THIS PROPOSAL.

CREATION OF THIS DOCUMENT WAS ON FRIDAY, MAY 15, 2026 AT 1:39 PM.

CREATED: 5/15/2026 1:39 PM

S T A T E O F O K L A H O M A D E P A R T M E N T O F T R A N S P O R T A T I O N

Advertisement to Contractors – June 11, 2026 10:30 A.M. Bid Opening

SHEET 1 OF 1

Plans and proposals for this bid opening will be available on May 21, 2026. No bidding proposals will be issued to any Contractor after June 10, 2026 10:30 A.M.. The cost for each bidding proposal is $ 50.00 + tax. State Standard Specifications may be purchased by contacting ODOT Business Services Center Branch (405) 521-4509. No refunds will be made for bidding documents or specification books purchased.

Sample proposals, preliminary plans, long form and short form notices, order forms, bid tabs and awards, can be accessed on ODOT's Web site: https://oklahoma.gov/odot/business-center/contracts-and-proposals.html

Bids must be prepared in accordance with the State Standard Specifications. Unless otherwise specified, bids for all projects must be submitted over the internet to Bid Express(https://www.bidx.com) using AASHTOware Project Bids.

Instructions for using Bid Express, Project Bids, and the electronicbidding process are available from the Office Engineer Division. When written bids are allowed, sealed proposals may be delivered directly to the Office Engineer Division prior to the scheduled bid opening. For written bids, do not disassemble the bidding proposal in any way.

Any firm bidding a project as a joint venture, that has not been previously approved by the department, must complete the ‘Request for Joint Venture’ form, which is posted on the ODOT website, prior to bidding.

Unless otherwise specified in the proposal, all bids must be submitted with a proposal guaranty equal to 5 % of the bid total.

Questions and comments regarding the June 11, 2026 bid opening will be accepted until May 29, 2026. Please submit your questions through the ODOT pre-bid email address: ODOT-Prebid.Question@odot.org. Responses will be posted to the “Pre-bid Questions and Answers” section of the ODOT Contracts & Proposals webpage as they are received. It is recommended that interested contractors visit the “Pre-Bid Questions and Answers” link regularly in order to stay informed of the latest information: https://oklahoma.gov/odot/business-center/contracts-and-proposals.html.

Unless otherwise noted in the proposal, upon award of the contract to the successful bidder, the contract will be completely and correctly executed by the contractor and returned to the Department within ten(10) working days from the date of award. The Department will have fourteen(14) working days from the date of award to complete it's execution of the contract.

The Oklahoma Department of Transportation(ODOT) and the Oklahoma Turnpike Authority(OTA) ensures that no person or groups of persons shall, on the grounds of race, color, sex, religion, national origin,age, disability, retaliation or genetic information, be excluded from participation in, be denied the benefits of, or be otherwise subjected to discrimination underany and all programs, services, or activities administered by ODOT or OTA, their recipients, sub -recipients, and contractors. To request an accommodation please contact the ADA Coordinator at (405)521-4140 or the Oklahoma Relay Service at 1-800-722-0353. If you have any ADA or Title VI questions email ODOT-ada-titlevi@odot.org

Description of work and location of project: Call Order: 140 SSR-251B(210)SR SH-2 MUSKOGEE AND HASKELL JP No.38998(04)

RESURFACE (ASPHALT)

SH-2: FROM 0.49 MILES SOUTH OF THE US-266 INTERSECTION, EXTEND SOUTH

NEAR PORUM.

STATE OF OKLAHOMA, OKLAHOMA DEPARTMENT OF TRANSPORTATION - By: TIM J. GATZ, Director.

PAGE 1 OF 73PROPOSAL ID : 260150

S U M M A R Y O F T I M E

CONTRACT TIME

CONTRACT TIME ESTIMATED FOR PROPOSAL IS 30 CALENDAR DAYS

NOTICE

THE DEPARTMENT WILL CONSIDER A PROPOSAL NONRESPONSIVE AND REJECT IT IN ACCORDANCE

WITH SUBSECTIONS 102.08 AND/OR 102.14 OF THE CURRENT OKLAHOMA DEPARTMENT OF

TRANSPORTATION STANDARD SPECIFICATIONS.

PAGE 2 OF 73PROPOSAL ID : 260150

S U M M A R Y O F I T E M S

SHEET 1 OF 2

LINE ITEM DESCRIPTION APPROX. QTY UNIT PRICE BID AMOUNT

UNITS DOLLARS CTS DOLLARS CTS

SECTION 0001 ROADWAY

0010 410(A)0240

(SP)HOT-IN-PLACE RECYCLED ASPH

CONCRETE

214,600.000 SY

0020 410(A)0250

(SP)HOT-IN PLACE ASPHALT EMULSION

601.000 TON

SECTION 0001 SUB TOTAL

SECTION 0002 TRAFFIC

0030 413(A)4210

RUMBLE STRIP-CENTERLINE HMA-CON

68,520.000 LF

0040 413(B)4300

RUMBLE STRIP-METHOD HMA-CYC

GROUP

6.000 EAGP

0050 854(A)6201

(SP) TRAFFIC STRIPE(PAINT)(4" WIDE)

239,100.000 LF

0060 857(F)9740

PAVEMENT MARKING REMOVAL

(HYDROBLASTING)

6,100.000 LF

0070 880(B)6300

CONSTRUCTION SIGNS 0 TO 6.25 SF

1,320.000 SD

0080 880(B)6310

CONSTRUCTION SIGNS 6.26 SF TO 15.99

SF

1,020.000 SD

0090 880(B)6320

CONSTRUCTION SIGNS 16.0 SF TO 32.99

SF

420.000 SD

0100 880(E)6600

WARNING LIGHTS(TYPE A)

300.000 SD

0110 880(G)6805

CHANNELIZER CONES

5,010.000 SD

0120 880(W)7700

PILOT CAR

1.000 LSUM

SECTION 0002 SUB TOTAL

PAGE 3 OF 73PROPOSAL ID : 260150

S U M M A R Y O F I T E M S

SHEET 2 OF 2

LINE ITEM DESCRIPTION APPROX. QTY UNIT PRICE BID AMOUNT

UNITS DOLLARS CTS DOLLARS CTS

TOTAL

PAGE 4 OF 73PROPOSAL ID : 260150

D E P A R T M E N T O F T R A N S P O R T A T I O N

I N D E X O F P R O V I S I O N S FOR JPN(s) : SSR-251B(210)SR, 38998(04)

MUSKOGEE AND HASKELL COUNTIES

PROPOSAL PROVISIONS

102-013(a-b)19 BIDDING PROCEDURES 103-004(a-b)19 SUBCONTRACTS FOR STATE FUNDED CONSTRUCTION CONTRACTS 106-006(a)19 BUY AMERICA 108-023(a)19 FLEXIBLE NOTICE TO PROCEED 108-080(a)19 LIQUIDATED DAMAGES 109-014(a)19 MATERIAL ON HAND 410-001(a-k)19 MILLED HOT RECYCLING OF BITUMINOUS MATERIAL (PARTIAL

DEPTH) 2"+ SURFACE RECYCLING

430-2QA(a-j)19 PAVEMENT AND BRIDGE DECK SMOOTHNESS 430-4QA(a-j)19 PAVEMENT AND BRIDGE DECK SMOOTHNESS USING IRI 441-001(a-c)19 ELECTRONIC TICKETING FOR BITUMINOUS MATERIALS

656-005(a-b)19 ARTIFICIAL LIGHTING FOR AMERICAN BURYING BEETLE (ABB)

COMPLIANCE

711-003(a-h)19 TRAFFIC STRIPE 854-001(a)19 TRAFFIC STRIPE (PAINT)

CS000300 REQUIRED LABOR PROVISIONS SAP PROJECTS

CS000350 SPECIAL LABOR PROVISIONS FOR PROJECTS FINANCED W/STATE

FUNDS

CS001600 SAMPLE MAINTENANCE BOND

CZ002300 CONTRACT DISPUTE RESOLUTION PROCEDURE

CZ002850 NO.2 PROPOSAL SHEET

CZ002975 * BIDDER'S AFFIDAVIT - STATEMENT UNDER PENALTY OF PERJURY

PAGE 5 OF 73PROPOSAL ID : 260150

102-13(a-b)19 11/20/2020

OKLAHOMA DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISION

FOR

BIDDING PROCEDURES

These special provisions amend and where in conflict, supersede applicable sections of the 2019 Standard Specifications for Highway Construction, English and Metric.

102.07 PREPARATION OF PROPOSAL (Revise to amend as follows:)

Submit the Proposal in the format required by the Bid Notice. For each item on the Proposal Forms, type or write (in ink) the unit price and the product of the unit price and estimated quantity on the Proposal Forms in the space provided. Show the total Proposal amount by adding the products of the unit prices and the estimated quantities. Acknowledge any change to a unit price, the product of a unit price and quantity, or the total Proposal amount with the initials of the person signing the Proposal, adjacent to each change.

If a discrepancy occurs on the Proposal, between the unit price and the product of the unit price and quantity, the Department will use the unit price. If a unit price or the product of a unit price and quantity is omitted or is entered as zero ($0) for any item listed on the Proposal Forms, the Department will consider the Proposal non-responsive and will reject the Proposal. If there is a discrepancy between the submitted electronic media and written Proposal, the Department will use the written Proposal. If the Department requires a printout of electronic media and a discrepancy occurs between the printout and the electronic media, the Department will use the printout.

An individual, all members of a partnership, a duly authorized officer of a corporation, or all members of a joint venture shall sign the Proposal in black or blue ink. For Proposals submitted by a corporation, show the name of the corporation and business address. For Proposals submitted by the internet bidding process, the Department will require an electronic signature only. Include a Non-Collusive Bidding Certification with the Proposal in accordance with Subsection 102.16, “Non- Collusive Bidding Certification.”

102.08 NONRESPONSIVE PROPOSALS (Revise to amend as follows:)

The Department will consider a proposal nonresponsive and may reject it for any of the following reasons:

• The bidder submits a Proposal on an unapproved form (or format, if computer-generated), or the form is altered, incomplete, or disassembled.

• The bidder submits a Proposal using a form other than the latest approved Proposal Form.

• The Department determines that Proposal irregularities (such as unauthorized additions and

PAGE 6 OF 73PROPOSAL ID : 260150

102-13(b-b)19 11/20/2020 conditional or alternate bids) may tend to make the Proposal incomplete, indefinite, or ambiguous.

• The Proposal does not contain a unit price for each item listed, except for authorized alternate items.

• The Proposal is materially unbalanced in accordance with Subsection 101.05.CT.2

• The Proposal is not properly signed.

• The Proposal is not typed or completed in ink.

• The bidder fails to provide a properly executed Proposal Guaranty, or irrevocable Letter of

Credit.

• The bidder fails to sign the unsworn statement made under penalty of perjury.

• The Proposal fails to comply with any material requirement of the Bid Notice.

• The bidder fails to properly comply with Disadvantaged Business Enterprise Requirements or to properly list eligible disadvantaged businesses if participation in accordance with the Proposal Forms.

PAGE 7 OF 73PROPOSAL ID : 260150

103-4(a-b) 19

6-8-20

OKLAHOMA DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISIONS

FOR

SUBCONTRACTS FOR STATE FUNDED CONSTRUCTION CONTRACTS

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the 2019

Standard Specifications for Highway Construction.

(Add the following:)

103.10 SUBCONTRACTS

A. General

All subcontracts and/or sub-agreements, including amendments to such, must be submitted for review and approval by the Department prior to the subcontractor performing contract work. Ensure all subcontracts conform to the requirements of Subsection 108.01, “Subletting of Contract,” and are executed in accordance with the Contract requirements and the provisions specified herein.

As a minimum, the following information must be included in all subcontracts:

• Full description of the contract work to be performed by the subcontractor

• Prompt Payment/Return of Retainage provisions (from the ODOT DBE Program Manual)

• Signature(s) of the prime contractor and subcontractor

The aforementioned subcontract documents can be downloaded from the ODOT website, and are available for the Contractors’ use: http://www.odot.org/subcontracts.

Subcontracts and sub-agreements may be submitted prior to the receipt of the signed Contract by the

Department.

B. Proof of Subcontract Assurances

Use either of the methods described below to provide the Department with assurance that each subcontract agreement complies with the requirements specified in Subsection 103.10.A above.

1. Subcontract Submission

Submit executed subcontracts and/or sub-agreements in pdf format to the Department using the following email address: constructionsubcontracts@odot.org. Submit all additional and/or modified subcontracts or sub-agreements to the Department via the same email address. To prevent delays in the approval of the subcontract, include the following information in all correspondence: contract

I.D., project number, prime contractor, and subcontractor.

PAGE 8 OF 73PROPOSAL ID : 260150

103-4(b-b) 19

6-8-20

2. Construction Subcontract Assurances Agreement (CSA)

In lieu of submitting the executed subcontract, electronically execute and submit the

Department’s Construction Subcontract Assurances Agreement (CSA) for State funded construction projects. The CSA constitutes an agreement between the Department and the Contractor. By executing the CSA the Contractor assures that the Contractor’s subcontract agreements include the required subcontract elements specified in Subsection 103.10.A above.

An executed CSA cannot be submitted in association with more than one subcontract agreement.

Independent assurances must be provided for each subcontract.

The CSA is located on the ODOT website at ok.gov/odot/Doing_Business/Construction.

PAGE 9 OF 73PROPOSAL ID : 260150

106-6(a) 19 5-22-23

OKLAHOMA DEPARTMENT OF

TRANSPORTATION SPECIAL PROVISIONS

FOR

BUY AMERICA

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

2019 Standard Specifications for Highway Construction.

106.01 SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (Replace with the following:)

B. Buy America

Buy America requirements shall not be enforced as a condition to complete state funded contract work.

PAGE 10 OF 73PROPOSAL ID : 260150

108-23(a) 19 1-10-20

OKLAHOMA DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISIONS

FOR

FLEXIBLE NOTICE TO PROCEED

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the 2019 Standard Specifications for Highway Construction, English and Metric.

108.03 PROSECUTION AND PROGRESS (Add the following:)

The Notice to Proceed for this project will be issued in the normal time period (approximately 30 days after the award). The Contractor may begin work any time after the issuance of the Notice to Proceed, but no later than September 17, 2026. Time charges will begin on the date the Contractor begins work, or at the date specified in the Notice to Proceed, and will continue until the project is completed. Once the work begins, construction is expected to continue at an optimum rate until the work is done.

Notify the Resident Engineer, and when applicable the County Commissioner, at least 14 calendar days prior to beginning work.

There will be no additional compensation for any increased costs due to beginning work at or near the end of the flexible period.

PAGE 11 OF 73PROPOSAL ID : 260150

108-80(a) 19 1-19-23

OKLAHOMA DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISIONS

FOR

LIQUIDATED DAMAGES

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the 2019 Standard Specifications for Highway Construction.

108.09 FAILURE TO COMPLETE ON TIME (Revise Table 108:1 as follows:)

Table 108:1 Schedule of Liquidated Damages

Contract Amount, $ Daily Assessment Rate, $

# $200,000 $300 >$200,000 and #$1,000,000 $800

>$1,000,000 and #$5,000,000 $1,000 > $5,000,000 and #$10,000,000 $1,300

> $10,000,000 $1,800

PAGE 12 OF 73PROPOSAL ID : 260150

109-14(a) 19 6-6-23

OKLAHOMA DEPARTMENT OF

TRANSPORTATION SPECIAL PROVISIONS

FOR

MATERIAL ON HAND

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the 2019 Standard Specifications for Highway Construction.

109.07 PAYMENT FOR MATERIAL ON HAND (Add the following:)

By way of these provisions, the Department hereby suspends the storage requirements associated with payments for material on hand, as required per section 109.07 of the Standard Specifications, and superseded on some contracts by Special Provision 109-11(a)09. All other requirements for the payment of material on hand will be enforced as specified in the aforementioned specifications and provisions.

Requests for payment that are deemed unreasonable by the Engineer will not be considered.

PAGE 13 OF 73PROPOSAL ID : 260150

410-1(a-k) 19

OKLAHOMA DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISIONS

FOR

MILLED HOT RECYCLING OF BITUMINOUS MATERIAL (PARTIAL DEPTH)

2”+ SURFACE RECYCLING

SSR-251B(210)SR, JP NO. 38998(04), MUSKOGEE AND HASKELL COUNTIES

These Special Provisions revise, amend, and where in conflict, supersede applicable sections of the 2019 Standard Specifications for Highway Construction.

410.01 DESCRIPTION

This work consist of heating, pulverizing and milling the in situ bituminous materials to the depth and width shown on the plans. An emulsified asphalt binder agent is then incorporated into the pulverized material.

Then the material is spread and compacted in accordance with the plans and specifications, and as directed by the Engineer.

410.02 MATERIALS

A. Asphalt Emulsion

Provide an asphalt emulsion that meets the requirement of Table 410:2. Ensure the final emulsion properties meet the mix design parameters in Table 410:1.

B. Mix Design

Submit the mix design to the Engineer for approval prior to the start of the project. Perform additional mix designs based on road variability, as directed by the Engineer. Ensure the mix design procedure, including sample preparation, testing protocol, and job mix formula meet the criteria of Table 410:1. See Appendix A for mix design procedure.

Prepare 150mm specimens in a Superpave Gyratory compactor. Ensure the mixture meets the following criteria for the selected design asphalt emulsion content.

Table 410:1

Property Criteria Purpose

Compaction effort Superpave Gyratory Compactor

30 gyrations, 1.25 angle, 600 kPa stress Density Indicator

Density AASHTO T 166 or equivalent

Report Compaction Indicator

PAGE 14 OF 73PROPOSAL ID : 260150

410-1(b-k) 19

Table 410:1

Property Criteria Purpose

Tensile Strength *

AASHTO T 283, 77°F

75 psi minimum Stability Indicator

Retained Strength based on cured stability **

80% min Moisture Damage

Asphalt Pavement Analyzer AASHTO TP 63, 140°F, Wet, 8000 cycles

See Section 3.7 of Appendix A 8mm Maximum

Rut Resistance

Indirect Tensile Test

AASHTO T-322

See Section 3.8 of Appendix A Thermal Cracking

* Cured strength tested on compacted specimens after 140°F curing to constant weight

** Vacuum saturation of 55 to 75 percent, water bath 77°F 24 hours

C. Asphalt Emulsion

If necessary, use additives to meet the requirements in Table 410:1. In the case that an additive is used, describe the type and allowable usage percentage in the submitted design recommendation.

Table 410:2

Test Minimum Maximum

Residue from distillation, % AASHTO T-59 60.0 65.01

Viscosity, SF @ 25ºC, seconds AASHTO T-59 15 100

Oil distillate by distillation, % AASHTO T-59 2.0

Sieve Test, % AASHTO T-59 0.1

Storage Stability, 24 hrs, % 1.0

Penetration @ 4ºC, 100g, 5s, dmm AASHTO T-49 150 2

Penetration @ 4ºC, 100g, 5s, dmm AASHTO T-49 -25% 0.25%2

Modified AASHTO T-59 procedure – distillation temperature of 350°F with a 20 minute hold. The1

AASHTO T-59 vacuum distillation procedure may be substituted once the maximum oil distillate is satisfied.

PAGE 15 OF 73PROPOSAL ID : 260150

410-1(c-k) 19

The penetration value will be ± 25% of that value reported in the project design for QC/QA testing. 2

(e.g. If the penetration is reported to be 200 dmm, the acceptable range would be 150 to 250 when testing QC/QA samples.)

410.03 EQUIPMENT

Provide equipment for milled hot recycling which meet the requirements of subsection 411.04 of the Standard Specifications, and the following:

A. Processing Equipment

Provide equipment for heating, pulverizing, milling, injecting, mixing, placing and finishing that meets the following requirements:

(1) Pre-Heating Mechanism

Supply multiple heating devices, under a 24’ long adjustable width closed or shielded hood, capable of heating asphalt concrete pavement to a temperature that allows milling to the desired depth without producing undesirable pollutants prior to the heater milling operation.

(2) Heating Milling Unit

Provide a unit capable of heating, milling, and windrowing the first layer of the pavement that is being processed. Ensure the machine has automatic grade controls that allow the correct depth of material to be removed. Under some conditions more than one heating and milling machine can be used if needed. Three-fourth inch ( ¾”) is the maximum allowable cut depth for each individual unit.

(3) Tunnel Heater

Provide a tunnel heater capable of continuing the heating process by straddling the windrow of heated milled material created by the first milling heater. Ensure the heater is able to continue to heat the underlying pavement while straddling the existing windrow of material. More than one tunnel heater may be needed.

(4) Milling-Mixing-Paving Unit/Units

Provide a milling-mixing-paving unit(s) possessing the following capabilities and characteristics:

• equipped with two or more telescopic milling heads capable of milling widths up to 15 feet and depths to 3 inches

• milling heads controlled by automatic grade controls

• capable of leaving a milled, textured surface on which to lay the recycled material

• milling head units equipped with a metering device able to deliver the amount of asphalt emulsion in the milling heads, as required by the mix design (ensure the metering device is

PAGE 16 OF 73PROPOSAL ID : 260150

410-1(d-k) 19 capable of delivering the amount of asphalt emulsion to within ±0.2 percent of the required amount by weight of pulverized bituminous material (e.g. if the design requires 1.0 percent, the metering device will maintain the emulsion content to between 0.8 percent and 1.2 percent)

• asphalt emulsion pump of sufficient capacity to allow emulsion contents up to 3.0% by weight of pulverized bituminous material

• equipped with a paving screed capable of spreading and laying the recycled, processed material in one smooth, continuous pass

• an independent, self propelled paver having electronic grade and cross slope control for the screed that can be used in conjunction with the milling mixing heaters if performance can be demonstrated to the satisfaction of the Engineer

• sufficient size and power to spread and lay the mixture in one smooth continuous pass according to the plans

• capable of immediately follow ing the milling/mixing/heater operations

(a) Emulsion Addition

Control the addition of asphalt emulsion through metering devices capable of adjusting for the variation in the depth of the pulverized material going into the milling/mixing unit. Ensure the metering devices are capable of delivering the amount of emulsion to within +/- 0.2 percent of the required amount by weight of the pulverized bituminous material. Apply the emulsion to the milling drums full width during the final pass of the milling-mixing-paving unit.

B. Rollers

Provide rollers that are in good condition, capable of reversing without backlash, and operable at speeds slow enough to avoid displacement of the recycled mixture. Provide vibratory rollers equipped with working amplitude and/or frequency controls specifically designed for compaction of the material on which it is to be used. Ensure two double drum vibratory rollers, and one pneumatic tired roller are on the project at all times for compaction as directed by the engineer. Ensure the vibratory rollers have a gross operating weight of not less than 20,000 lbs. and a width of 78 inches. Ensure all rollers have properly working scrapers and water spraying systems. Provide sufficient rolling capacity to satisfy the density requirements of subection 410.04.B.

410.04 CONSTRUCTION

Rehabilitate existing asphalt concrete pavement to meet the typical sections shown on the plans, and the lines and grades established by the Engineer.

A. Heating, Milling, and Placement

Heat and hot mill the existing pavement to the required depth and width as indicated on the plans.

Heat and mill the existing pavement a minimum of three times to reach the required depth of treatment.

PAGE 17 OF 73PROPOSAL ID : 260150

410-1(e-k) 19

The maximum depth of milling for each individual pass is limited to three-fourth inches ( ¾”). Recycle shall be in a manner that does not disturb the underlying material in the existing roadway.

Produce the hot recycled material through a milling and mixing unit capable of processing the paving material and asphalt emulsion to a homogeneous mixture. Incorporate the asphalt emulsion into the hot recycled bituminous material at the initial rate determined by the mix design(s) and approved by the Engineer. Sampling and testing for the mix design and during mixture production may result in varying quantities of asphalt emulsion at various locations of the project to achieve desired design specifications.

Perform asphalt emulsion changes at the direction of the Engineer.

Spread the material by using a screed attached to the milling and mixing unit, or a separate paver as described in subsection 410.03.A.4. Spread the recycled material in one continuous pass, without segregation, and to the lines and grades established by the Engineer. Ensure the material temperature is a minimum of 190°F immediately behind the paving screed.

B. Compaction

Perform compaction of the recycled mix by using rollers meeting the requirements of subsection 410.03.B. Change rolling or roller patterns when major displacement and/or cracking of the recycled material is occurring, or when density requirements are not being met. When possible, ensure pavement is fully compacted before allowing rollers to stand on the pavement. Upon completion of the rolling operations, do not allow rollers to park with drum contact perpendicular to the longitudinal joint.

C. Acceptance

Pavement will be accepted on a lot-by-lot basis. Normally, a lot is be considered to be one day’s production. However, the Engineer may terminate a lot at any point and designate a new one when a materials or workmanship adjustment has been made which results in the desired correction.

Ensure the density of each lot is a minimum of 92% of the Maximum Theoretical Specific Gravity (Gmm) at the Job Mix Formula (JMF) emulsion content. The Gmm is determined from daily production testing as required in subsection 410.04.H, “Quality Control”. The roadway density for each lot will be the average of tests of three separate specimens taken randomly within the limits of the area represented by the lot. Cut test specimens for each lot from the pavement by sawing or coring a specimen a minimum size of 6 inches on the cut side or diameter, at locations and times established by the Engineer. The tests may be on the cut specimens or through use of nuclear density gauges at the discretion of the Engineer.

D. Traffic

After the recycled material has been compacted, do not permit traffic (including construction traffic) onto the completed recycled material until the material has cooled to 150°F or less. After opening to traffic, maintain the surface of the recycled pavement in a condition suitable for the safe movement of traffic.

PAGE 18 OF 73PROPOSAL ID : 260150

410-1(f-k) 19

E. Irregularities

Repair damage to the completed milled hot-in place recycled bituminous material prior to the placement of the hot mix asphalt concrete surface course, or other applicable surface treatment, and as directed by the Engineer.

F. Curing

Allow the recycled asphalt surface to cure for a minimum of 24 hours prior to placing the hot mix asphalt concrete surface course, or other applicable surface treatment. Apply the final surface course/treatment within 21 days after the hot recycling.

G. Weather limitations

Complete milled hot-in-place recycling operations when the atmospheric temperature measured in the shade, and away from artificial heat, is 50°F and rising. This temperature requirement can be adjusted or waved by the Engineer.

Do not perform such operations when the weather is foggy or rainy.

H. Quality Control

The Engineer is responsible for quality assurance of the materials, and the depth of milling of the hot-in-place recycling process. The Engineer may choose to test, or to delegate to the Contractor, the schedule of testing to be completed on the items listed below:

(1) Asphalt Emulsion

The sampling rate will be determined by the Engineer. Samples will be obtained from the shipping trailers prior to unloading into the Contractor’s storage units.

(2) Asphalt Emulsion Content

The Engineer will check and record the emulsion content for each segment in which the percentage is changed. The emulsion used will be checked daily for yield per unit of measure in addition to the calibrated emulsion metering system for correct yield. For reporting purposes, the yield determination will be used. Emulsion content changes will be made based upon mix design recommendations for each road segment of varying construction. Do not adjust the JMF asphalt emulsion content without the consent of the Engineer.

(3) Mixture Testing

Samples will be obtained for testing mixture properties at a minimum of once daily, or as directed by the Engineer. Samples of mixture will be taken from the roadway behind the paving screed.

PAGE 19 OF 73PROPOSAL ID : 260150

410-1(g-k) 19

Testing will be performed at a sufficient frequency to determine the properties of the in-place asphalt pavement combined with asphalt emulsion, and shall be used as the reference density for compaction determination (subsection 410.04.B). Sample preparation and testing protocol will follow those approved in the submitted design and job mix formula.

(4) Depth of Pulverization (Milling)

Maintain the nominal dimension on both outside vertical faces of the cut. Dimensions will be checked at least each ¼ mile. A minimum of three passes, at a maximum depth of cut of ¾” per pass, will be used to achieve the overall depth of reprocessing.

410.05 MEASUREMENT

Work as described for this item will be measured by the square yard of completed sections for the depth specified.

The asphalt emulsion will be measured by the ton.

410.06 BASIS OF PAYMENT

Accepted quantities of work performed and materials furnished will be paid for at the unit price bid for:

Pay Item: Pay Unit:

(A) HOT-IN PLACE RECYCLED ASPHALT CONCRETE Square Yard [Square Meter]

(B) HOT-IN PLACE ASPHALT EMULSION Ton [Metric Ton]

Payment is considered full compensation for the removal and processing of the existing pavement, preparing, hauling, and placing all materials, all freight involved, all manipulations, including rolling, and for all labor, tools, equipment and incidentals necessary to complete the work.

The cost of cutting specimens and satisfactorily placing and finishing new materials in areas where specimens have been taken will be included in the price bid for recycled mixture in place.

Mobilization and Traffic Control will be bid as separate items, and not included in the price bid for Hot- In-Place Recycled Asphalt Concrete or Hot-In-Place Asphalt Emulsion.

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Appendix A

Determining the Optimum Emulsion Content for Hot In-Place Recycling Mixtures (HIR)

1.0 SCOPE

1.1 This test method describes procedures for determining the optimum emulsion content for hot in-place recycling mixtures.

1.2 This test method describes the procedures and test methods for obtaining material from the existing roadway, preparation and testing.

2.0 APPARATUS

2.1 Diamond core bit and drill to obtain samples from the roadway.

2.2 Other equipment listed in AASHTO Test Methods T11, T27, T166, T209, T283, T312, T322 and

TP63.

3.0 PROCEDURE

3.1 Sampling and Processing

3.1.1 Obtain 6-inch cores from the areas to be recycled. If cores show significant differences in various areas, such as different type or thickness of layers between cores, then separate mix designs shall be performed for each of these pavement segments. It is recommended to take, at a minimum, one core for each lane mile and where visual differences in the pavement are noticed. At least 50 cores are needed for each mix design. Cores shall be cut in the laboratory to the depth specified for the HIR project. Cores shall be crushed in the laboratory. The mix design shall be performed on these crushed millings. Gradation of the millings after crushing shall be determined by AASHTO T11 and T27 (dried at no greater than 100°F). Core holes in the existing pavement shall be filled with cold lay material or equivalent and then compacted to the satisfaction of the engineer.

3.2 Mixing

3.2.1 Specimen size: the amount that will produce a 4.5 to 4.7 inch tall specimen; use AASHTO

T209 to determine the size for Rice specific gravity.

3.2.2 Number of specimens: 4 per emulsion content for a total of 6 for long-term stability and 6 for moisture testing for 3 emulsion contents. Two specimens are required for Rice specific gravity; test at the highest emulsion content in the design and back calculate for the lower emulsion contents.

3.2.3 Recommended emulsion contents: 0.5%, 1.0%, 1.5%, 2.0%, 2.5%. Choose three emulsion contents that bracket the estimated recommended emulsion content. The emulsion shall be 140-175ºF for the mixing process.

3.2.4 Place the split out crushed RAP in a 230ºF oven for 2-4 hours prior to mixing.

3.2.5 If any additives are to be used in the mixture, introduce the additives in a similar manner that they will be added during field production.

3.2.6 Mixing of test specimens shall be performed with a mechanical bucket mixer. Mix the heated crushed RAP with emulsion. One specimen shall be mixed at a time. Mixing time with emulsion should not exceed 60 seconds.

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3.3 Compaction

3.3.1 The molds for compaction should be placed in the 230ºF oven for a minimum of one hour before compaction.

3.3.2 Specimens shall be compacted immediately after mixing. Place paper disks on the top and bottom of the specimen before compaction.

3.3.3 Specimens shall be compacted with a Superpave gyratory compactor (SGC) in a 150 mm mold at 1.25° angle, 600 kPa ram pressure, and 30 gyrations.

3.4 Curing after compaction

3.4.1 Extrude specimens from molds immediately after compaction. Carefully remove paper disks.

3.4.2 Place specimens in 140°F forced draft oven with ventilation on sides and top. Place each specimen in a small container to account for material loss from the specimens.

3.4.3 Specimens for Rice specific gravity should be dried to constant weight (less than 0.05% weight loss in 2 hours). Care should be taken not to over-dry the specimens.

3.4.4 Cure compacted specimens to constant weight but no more than 48 hours and no less than

16 hours. Constant weight is defined here as 0.05% change in weight in 2 hours. After curing, cool specimens at ambient temperature a minimum of 12 hours and a maximum of 24 hours.

3.5 Measurements

3.5.1 Determine bulk specific gravity (density) of each compacted (cured and cooled) specimen according to AASHTO T166 or equivalent; however, the mass of the specimen in water (measurement C) can be recorded after one minute submersion.

3.5.2 Determine specimen heights according to ASTM D3549 or equivalent. Alternatively, the height can be obtained from the SGC readout.

3.5.3 Determine Rice (maximum theoretical) specific gravity, AASHTO T209, except as noted in Section 3.3 of this procedure, and do not break any agglomerates which will not easily reduce with a flexible spatula. It is normally necessary to perform the supplemental dry-back procedure to adjust for uncoated particles.

3.5.4 Determine air voids at each emulsion content.

3.5.5 Determine Tensile strength by AASHTO T283 at 77°F after 2 hour temperature conditioning in a forced draft oven. This testing shall be performed at the same time that the moisture conditioned specimens are tested.

3.6 Moisture Susceptibility

3.6.1 Perform same conditioning and volumetric measurements on moisture-conditioned specimens as on other specimens. Vacuum saturate to 55 to 75 percent, soak in a 77°F water bath for 24 hours. Determine the Tensile strength of the saturated specimens by AASHTO T283.

The average moisture conditioned specimen strength divided by the average dry specimen strength is referred to as percent retained strength.

3.7 Asphalt Pavement Analyzer Testing for HIR Design Specimens

3.7.1 Perform the Asphalt Pavement Analyzer (APA) testing according to AASHTO TP63 with the following exceptions:

3.7.1.1 Specimens shall be 150 mm in diameter and at least 50 mm in height and compacted to air voids +/- 1 percent of design air voids at the design emulsion content. Test specimens shall be cured at 140ºF no less than 16 hours and no more than 48 hours.

Check specimen mass every 2 hours after 16-hour cure to check with compliance of no more than 0.05% change in mass in 2 hours.

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3.7.1.2 After curing, two specimens are the minimum required to be run in the same mold in a water bath at a temperature of 140ºF, 100 lb/in hose pressure, 100 lbs. wheel pressure.2

3.7.1.3 The specimens must be placed in the water bath for a minimum of two hours at the test temperature prior to testing.

3.7.1.4 The mm of rut depth at 8000 cycles will be recorded as an average of the two specimens. The two separate test results will be reported, and the difference between the specimens shall not be greater than 2.5 mm if the average is < 8 mm.

3.8 Thermal Cracking – Procedures for performing AASHTO T322 for HIR Design Specimens NOTE: Procedure for critical cold temperature selection

3.8.1 Specification temperature shall be chosen using FHWA LTPPBind software (Version 2.1) using the weather station closest to the project. The required temperature for the specification is the coldest temperature at the top of the HIR layer in the pavement structure.

Use 98 percent reliability.

3.8.2 Perform the indirect tensile testing (IDT) according to AASHTO T322 with the following exceptions:

3.8.3 Specimens shall be 150 mm in diameter and at least 4.5 inches in height and compacted to air voids +/- 1 percent of design air voids at the design emulsion content. A trial specimen is recommended for this. Test specimens shall be cured at 140ºF no less than 48 hours and no more than 72 hours. Check specimen mass every 2 hours after 48-hour cure to check with compliance of no more than 0.05% change in mass in 2 hours. After curing, two specimens shall be cut from each compacted specimen to 2 inches in height. Perform bulk specific gravity after cutting.

3.8.4 Instead of three specimens, two specimens are the minimum required at each of three temperatures.

3.8.5 Select two temperatures at 10ºC intervals that bracket the required specification. For example, if the required specification temperature is –25ºC, then select testing temperatures of –20ºC and –30ºC. A temperature of –10ºC or –40ºC should then be selected to complete the third required temperature.

3.8.6 The tensile strength test shall be carried out on each specimen directly after the tensile creep test at the same temperature as the creep test.

3.8.7 The environmental chamber must be capable of temperatures down to –40ºC.

3.8.8 The critical cracking temperature is defined as the intersection of the calculated pavement thermal stress curve (derived from the creep data) and the tensile strength line (the line connecting the results of the average tensile strength at the two temperatures).

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4.0 EMULSION CONTENT SELECTION

4.1 The properties of the specimens at design emulsion content shall meet the properties in Table 410:3.

Table 410:3 150 mm specimens shall be prepared in a Superpave Gyratory compactor. The mixture shall meet the following criteria at the selected design asphalt emulsion content:

Property Criteria Purpose Compaction effort, Superpave Gyratory Compactor 30 gyrations, 1.25° angle, 600 kPa stress

Density Indicator

Density, AASHTO T166 or equivalent Report Compaction Indicator

Tensile Strength*, AASHTO T283, 77°F 75 lb/in² min. Stability Indicator

Retained strength based on cured stability ** 80 % min. Ability to withstand moisture damage

Asphalt Pavement Analyzer, AASHTO TP63, 140ºF, Wet, 8000 cycles, Modified in Section 3.7

8mm Maximum

Rut Resistance

Indirect Tensile Test, AASHTO T-322, Modified in Section 3.8

See Note in Section 3.8

Cracking (Thermal)

* Cured strength tested on compacted specimens after 140°F curing to constant weight.

**Vacuum saturation of 55 to 75 percent, water bath 77°F 24 hours

For rutting and cracking testing, begin with the highest emulsion content that meets the Tensile Strength requirement, and then reduce emulsion content if other tests do not pass. This way will help reduce the amount of trials that need to be run. The design emulsion content shall be the highest emulsion content that satisfies the minimum tensile strength requirement and satisfies the other requirements of Table 410:3.

5.0 REPORT

5.1 The report shall contain the following minimum information: Optimum emulsion content as a percentage of RAP weight and corresponding density, air void level, and absorbed water; Tensile strength and retained Tensile strength at recommended emulsion contents, Rut Resistance (APA), and Thermal Cracking initiation temperature. Include the emulsion designation, company name, plant location, and residue content.

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OKLAHOMA DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISION

FOR

PAVEMENT AND BRIDGE DECK SMOOTHNESS

These Special Provisions amend and where in conflict, supersede applicable sections of the 2019 Standard Specifications for Highway Construction, English and Metric.

430.01 DESCRIPTION

This section establishes procedures for determining acceptability and pay adjustments as they relate to smoothness requirements of pavements and bridge decks. The equipment and testing applicable to this section shall be provided and/or operated by the party or parties specified in Appendix A of this provision.

Except as noted herein, these special provisions apply to all types of Portland cement and asphalt concrete pavements, as well as bridge decks constructed as part of this contract, or as specified on the plans.

430.03 EQUIPMENT AND PERSONNEL

Provide an approved profiler as described below. Ensure the equipment is certified by the Oklahoma Highway Construction Materials Technician Certification Board, and is capable of running on Portland cement pavements having a compressive strength of 2,500 psi without causing any damage to the pavement.

A. Profilograph

(1) California Profilograph

Use a California profilograph supported on multiple wheels arranged in a staggered pattern so that no two wheels cross the same bump simultaneously and without a common axle. Mount the strip chart recorder on a lightweight frame 25 ft long. Measure the relative smoothness of the pavement or bridge deck by recording the vertical movement of a sensing wheel at least 6" in diameter attached to the midpoint of the frame. Record the graphical traces of the profilogram on a 1" to 1" scale for the vertical motion of the sensing wheel. Ensure the profilogram is driven by the chart drive on a scale of 1" of chart paper equal to 25 ft of longitudinal movement of the profilograph.

(2) Light Weight Profilometer

Provide lightweight profilometer equipment meeting the following requirements:

(a) Mounted on a lightweight, motorized vehicle such as an all-terrain vehicle, golf car, or other Engineer-approved vehicle,

(b) Capable of running on concrete that has not achieved its design strength without causing damage,

(c) Contains an onboard, precision accelerometer that measures movement of the light weight profilometer, PAGE 25 OF 73PROPOSAL ID : 260150

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(d) Contains an infrared or laser type non-contact vertical distance sensor mounted on the vehicle,

(e) Measures and provides the information as specified in subsection 430.04.B, “Evaluation,” and

(f) Measures the road profile in accordance with ASTM E950-98, Class I.

(3) High Speed Profilometer

Provide high speed profilometer equipment meeting the requirements of AASHTO M 328-14 Standard Equipment Specification for Inertial Profiler.

B. Calibration

Calibrate the profilograph or profilometer within the following limits:

C Horizontal measurements shall be within ±5 feet per 1,000 feet of distance tested.

C Vertical measurements shall be the same as those of the calibration blocks measured.

Submit a profilograph or profilometer calibration report to the Engineer after every calibration using the appropriate form provided by the Engineer. Calibrate the profilograph or profilometer the day of the testing prior to collecting the smoothness data. Repeat the calibration as directed by the Engineer.

C. Provision and Operation of the Profilograph/Profilometer

If specified, provide a profilograph or profilometer operator, certified by the Oklahoma Highway Construction Materials Technician Certification Board, to perform profilograph or profilometer measurements, and to interpret and analyze the produced profilograms.

430.04 CONSTRUCTION METHODS

A. Surface Testing

Notify the Engineer by phone 24 hours before performing any surface testing. If the Engineer is unable to be reached by phone, notify the Engineer in writing by email. Surface testing performed without proper notification or coordination with the Engineer will not be accepted.

Provide traffic control for smoothness measurements regardless of the provider or operator of the equipment. If specified, use an acceptable and approved profilograph or profilometer to measure pavement smoothness. Collect profilometer readings or profilograph traces beginning at a location 25 ft prior to the beginning point of a project, including any exception areas, and through all bridges and changes in the pavement types to a location 25 ft beyond the ending point of a project, including any exception areas. The surface will be tested as soon as possible after the completion of the work.

If milling is not required for overlay projects, the surface will be tested immediately before construction and as soon as possible after completion of the work to determine the percent reduction in the profile index in accordance with Table 430:2. However, the Contractor may request in writing the elimination of the before construction testing requirement. Elimination of such testing will also eliminate the Contractor’s option of using Table 430:2 for pay purposes.

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For full depth asphalt pavement, test the next to last lift and perform any corrective action on bumps and dips in accordance with subsection 425.04.A(1) prior to placing the final lift. Test the final lift to determine the pay adjustment.

For concrete pavement where a longitudinal construction joint is within 6 inches of the wheel path, provide an additional test along the joint for the purpose of determining corrective action. The pay adjustment will be based on the test within the wheel path.

The Engineer will include smoothness deviations at construction and expansion joints when calculating the profile index and when identifying bumps.

Remove objects and foreign material on the surface before testing. Remove any protective covers before testing. Properly replace protective covers after testing. While testing for smoothness, produce a final trace. Produce a second trace for segments on which allowable surface corrections have been made. The second trace must contain a minimum of 50 feet on either end of the corrected area and it must have the correct stationing.

Propel the profilograph at a speed no greater than 3 mph. Gather data at lower speeds if the pavement or bridge deck is rough or profilograms are not being produced clearly.

Operate the profilometer at a constant speed as recommended by the manufacturer, but no greater than 20 mph for a light-weight profilometer.

The testing sequence of the pavement or bridge deck to be tested will be one pass per driving lane in the wheel path farthest from the edge of a pavement or bridge deck. The profilograph/profilometer must be within the planned driving lane when making a pass.

Provide the profilogram evaluations to the Department, including at a minimum:

• Company name,

• Operator name,

• Federal/state project number,

• Job piece number,

• Route number/name,

• Lane description (NB, SB, EB, WB)

• Lane location (left, center, right)

• Pass description (1 , 2 , etc.)st nd

• Correct time and date,

• The electronic files from which the profilograms were derived, and

• An evaluation summary extended to include pay adjustments per segment and totaled, in spread sheet format, within 14 days after the final trace is run.

A continuous graphical trace may consist of a single trace or multiple traces including the minimum overlap, and may be submitted as an electronic file to the Engineer.

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Take additional profiles only to define the limits of an out-of-tolerance surface variation. The Department reserves the right to verify the testing, the evaluation, or both. The Department’s test results will be considered final. If the Contractor’s test results contain significant errors, the Department may assess the cost of the verification efforts.

B. Evaluation

For pay adjustment purposes, evaluation of the surface testing results will be limited to the following specifications:

(1) Profile Index

The Department defines an “extent” as a segment of driving lane of pavement or bridge deck 528 ft long or the entire length of bridge, including approach slabs, whichever is less. Use ProVAL or other ODOT approved computerized profilogram reduction system to calculate a profile index for an extent. Other computerized profilogram reduction systems must be submitted in writing to the Resident Engineer for approval. Calculate the index by summing the vertical deviations using a zero blanking band (0.2 for bridge decks) as indicated on the profile trace. The Engineer may require additional field surveys to establish bump locations. Convert the measurements from inches into inch per mile.