Appendix_C_-_Detailed_Specifications.pdf

APPENDIX “C” – DETAILED SPECIFICATIONS

INFORMATION FOR MATERIAL DELIVERY OR PICKUP

Equipment Requirements: Equipment used to deliver bituminous paving mixtures must be compatible with a Barber-Green 260 paver with a Layton hitch and a Blaw Knox Widener 195.

The Contractor’s equipment must have asphalt plates (chutes) of sufficient length to deposit material into the paver hopper without spillage in front of the paver.

For regular delivery service and for Standby delivery service, delivery of truckload quantities of 45 tons are required to be made by rear end discharge trailers with a live mechanical conveyor feed bottom, such as those manufactured by Flow-Boy, Fruehauf or Red River, and of not less than 45 tons capacity.

Delivery of Material: The delivery of materials shall be based upon approximate daily orders and requirements in tons per hour, delivered to the paver. The contractor will be required to deliver up to a maximum of 350 tons per hour and 2800 tons per day when pre-ordered by 12:00 p.m., the prior day, and not foreseeing any major plant breakdown or paving material mixture problems. Contractor’s confirmation on the ability to supply material must be received in the County Construction Office before 1:00 p.m., one (1) working day prior to delivery.

If Contractor makes delivery by any other method, without prior approval by the County, the County reserves the right to reject the delivery and charge the vendor for downtime as specified herein. With prior County approval, the Contractor shall be allowed to regulate the number of truckload quantities per round as long as the County order is completed no later than 4:00 p.m., and within the rate of delivery variance.

The delivery rate of material shall be determined by the County Engineer in tons/hour based upon an 8-hour delivery period from 8 a.m. to 4 p.m., or as may be modified on certain days, in which case the County will notify the Contractor. The tons will be called in the prior day as noted above. A variance of this rate will result in the following actions.

1.A variance of 10% or more above the specified delivery rate shall result in the waiver of all demurrage charges.

2.A variance of 25% or more below the specified delivery rate shall result in payment by the Contractor for downtime.

The downtime (DT) shall be based upon the following:

Actual tonnage delivered (At) in any given hour and the specified delivery rate (Ad) in tons/hour.

For example:

1 – [ At tons ] = DT hours Ad tons/hour x 0.75

Therefore, the total cost of the downtime per each hour will be determined by the following:

$750.00/hour x DT (hours) = Total Downtime Cost per Each Hour in which the County was prepared to pave.

Demurrage: Estimated demurrage to be included in the bid on a price per ton of material delivered as follows: Demurrage price/ton for unloading time to self-propelled paver, for over 2 minutes/ton, shall be $0.03/ton/minute. It shall be the responsibility of the Contractor to verify the demurrage charges. Note: Demurrage will not apply to Standby Delivery service, see below.

Standby Delivery Service: This service is for projects such as intersection paving with extended unloading time and therefore, demurrage charges do not apply. The hourly rate will begin based upon the loaded scale ticket time and will end no more than one-half hour after the truck is signed off the job by the County representative. This final sign-off shall be noted on Contractor’s copy of the scale ticket by the County representative.

Materials To Be Ordered: The County shall order materials as it may require to properly carrying on its operation and the undersigned agrees to furnish such materials within a reasonable period of time and in such quantities as the County may require for the contract period. The quantities appearing in the bid schedule are approximate only, and are prepared for the comparison of bids. Payment to the Contractor shall be made only for the actual quantities of work performed and accepted or materials furnished in accordance with specifications. The scheduled quantities of work to be done or materials to be furnished may each be increased, decreased or omitted, however, no increase in materials or additional work are to be provided by Contractor without prior receipt of a Purchase Order Amendment signed by the County Purchasing Division.

Contractor agrees to notify the County of any changes in “Source of Supply” at least ten (10) days before such a change is to become effective. The County reserves the right to test materials at the proposed source, and, if found unsatisfactory, to reject the same.

Material Returned To Contractor: All material returned to Contractor, regardless of whether it was delivered to or picked up by the County, shall be credited at a rate of $3.50/ton.

Failure of To Deliver Materials: If at any time the Contractor shall fail, neglect or refuse to furnish any of the materials herein provided to be furnished by it on demand by the County, or its duly authorized agents, then the county shall have the right to go into the open market and purchase such material of equal or better type, as it may require or desire in the performance of its work, and the further right to charge the Contractor any excess in price paid for such material over the price herein provided to be paid; provided, however, that such excess of the amount awarded, and that Contractor shall not be responsible for delays or failure to ship material caused by fire, strike, lockouts, accidents to its plants, inability to secure materials, or other contingencies beyond the Contractor’s control.

Insurance: The successful bidder shall be required to file with the County certified copies of insurance evidencing the fact that the following insurance is carried:

Insurance for registered vehicles as required under Act 294 of Public Acts 1972, as amended, of the Statutes of the State of Michigan except that the residual liability insurance required by the Statute shall be no less than $200,000.00 bodily injury per person and $500,000.00 bodily injury each accident and $200,000.00 property damage in lieu of the maximum residual liability requirements of the Statute; Workmen’s Compensation and employer’s liability; Comprehensive General Liability Insurance with limits of $500,000.00 per occurrence for Bodily Injury and $100,000.00 per occurrence for Property Damage.

Non-Collusion: The bidder, by execution of the bid, thereby declares that the bid is made without collusion with any other person, firm or corporation making any other bid, or who otherwise would make a bid, and agrees to furnish all bid items in strict accordance with all Federal Regulatory Measures.

Disqualification of Bidders: Any one or more of the following causes may be considered sufficient for the disqualification of a bidder and the rejection of his bid or bids:

1. Evidence of collusion among bidders.

2. Lack of responsibility as shown by past work, judged from the standpoint of workmanship and progress.

3. Uncompleted work under other contracts, which, in the judgment of the County, might hinder or prevent the prompt completion of additional work if awarded.

4. Being in arrears on existing contracts, in litigation with the County, or having defaulted on previous contracts.

Wayne County Department of Public Services

SPECIFICATIONS

FOR

ACCEPTANCE OF HOT MIXED ASPHALT

Description

This special provision applies to all Hot Mix Asphalt (HMA) acceptances testing for all Wayne County Department of Public Services (WCDPS) roads. The HMA mixture shall be provided to meet the requirements of the current Michigan Department of Transportation (MDOT) Standard Specifications for Construction except where modified herein.

It is understood and agreed that all material furnished hereunder must and shall conform to the requirements and specifications of the County. The supplier shall furnish the following types of mixtures:

HMA, 5E30

HMA, 5E10

HMA, 5E3

HMA, 5E1

HMA, 4E30

HMA, 4E10

HMA, 4E3

HMA, 4E1

HMA, 3E10

HMA, 3E3

HMA, 2E10

HMA, 5E10, High Stress HMA, 4E10, High Stress HMA, 5E10, Pick-up HMA, 5E3, Pick-up HMA, 5E1, Pick-up HMA, 4E10, Pick-up HMA, 4E3, Pick-up HMA, 4E1, Pick-up HMA, 36A Wearing HMA, 13A Leveling Commercial Wearing Course, Pick-up HMA, SS-1H Emulsion

Materials

Aggregates: The virgin aggregates used for HMA Mixtures shall consist of gravel, stone, or slag in combination with natural sand, stone sand, or slag sand and shall conform to the grading and physical requirements specified in Table No. 1 through No. 6 and Table No. 10.

The Blended Aggregate Wear Index (AWI) value for all Top Course Hot Mix Asphalt (HMA) mix designs shall be a minimum of 260 as determined by Michigan Test Method (MTM) 112-04.

Aggregates produced from steel furnace slag, reverberatory furnace slag, or crushed concrete shall not be permitted in any HMA mixture except where specified.

Recycled Asphalt Pavement: The Contractor may substitute Reclaimed Asphalt Pavement (RAP) for a portion of the new materials required to produce HMA mixture. The mixture will be designed and produced to meet all of the criteria herein.

The RAP shall be placed in a stockpile in accordance with the Engineer's approval, and its use shall be governed by the conditions as specified herein. The stockpile of RAP must be uniform in gradation and asphalt content and be free of contamination such as topsoil, roofing shingles, debris, and foreign material. See Section titled "Superpave HMA Mixtures".

Asphalt Binder: The asphalt binder utilized shall be as indicated in Table 11.

Certification shall be prepared by the supplier and shall consist of a notarized copy of a report covering tests conducted by an approved laboratory. Such tests shall have been conducted on samples obtained from the storage tank or tanks utilized during the term of the project. This certification shall also include a statement that the material represented by the report meets the 2012 MDOT Standard Specifications for Construction requirements as shown in Section 904.

Polymer Modified Asphalt Binder: Asphalt Binder shall consist of an asphalt cement to which a Styrene Butadiene Styrene (SBS) triblock copolymer without oil extension is added. The asphalt binder, after the addition of the copolymer, shall meet the requirements of a PG 70-22 (P) Binder. The “Misc HMA _____ High Stress” shall utilize an asphalt binder, which after the addition of the tri block copolymer, meets the requirements of PG 70-22(P) or PG 76-22(P) as directed in Table 11.

The Polymer Modified Asphalt Cement shall be smooth, homogenous, and comply with the requirements of Table A (Requirements for Styrene Butadiene Styrene (SBS) Modified Binders).

Certification for the asphalt cement shall be prepared by the supplier and shall consist of a certified report covering tests conducted by a laboratory with AASHTO accreditation for the required testing. Such tests shall have been conducted on samples obtained from the storage tank(s) utilized during the term of this project. This certification shall also include a statement that the material represented by the report meets the MDOT 2012 Standard Specifications for Construction requirements as shown in Section 904 and any additional requirements specified herein. Copies of this report will be provided to the Testing Office and Project Engineer.

Asphalt modification at a HMA mixture plant will not be allowed. Air blown asphalts and other modifiers will not be allowed.

The Mix Design submitted by the Contractor shall include the HMA supplier's recommended compaction temperature for laboratory density specimens.

If the Contractor has specific questions on handling, storage, production, application, or rolling of the polymer modified asphalts; they should contact the asphalt supplier directly for information.

TABLE A

Requirements for Styrene-Butadiene-Styrene (SBS) Modified Binders

Asphalt Grade Asphalt Grade Test PG 70-22 (P) PG 76-22(P)

Test on Original Binder, (1) Separation of Polymer

ASTM D5892-96A

163° C, 48 hours (R & B 2 2 difference between top and bottom), Maximum Force Ratio

AASHTO T300-95 0.3 0.35

4° C, 50 mm/min. ; 300 mm elongation Minimum

Tests on Residue From Rolling Thin Film Oven, (1) Elastic Recovery

AASHTO T301-95, 25° C

10 mm elongation, and cut 60 70 Immediately, % minimum

(1) Report DSR values for G*/sin, and the phase angle at the high-grade temperature on the original and on the RTFO residue for information purposes.

Bond Coat: The Bond Coat shall be Anionic Emulsified Asphalt SS-1h, as specified in the 2012 MDOT Standard Specifications for Construction. The Contractor may dilute and thoroughly mix the emulsion with water. The volume of water added shall be approved by the Engineer and shall not exceed the original volume of the emulsion.

Test samples of the Bond Coat will be obtained to measure the percentage and penetration of asphalt residue in the asphalt emulsion, when used by a third party other than the supplier. These samples will be taken at the discretion of the Engineer not less than one each week or as indicated in the MDOT Materials Sampling Guide during the placing of the HMA mixtures.

Emulsion samples failing to meet the percent minimum bituminous residue and/or the required penetration of the bituminous residue will be subject to the “HMA Contract Unit Price Adjustments” portion of this Special Provision. When Bond Coat is used by a supplier, acceptance will be by certification.

Superpave HMA Mixtures

General: In cases of non-conformance of any of the requirements as specified herein and if, in the Engineer's judgment, the non-conforming mixture warrants, the Contractor shall remove the nonconforming mixture and replace it with a mixture conforming to the Specification requirements at his own expense, or proceed in accordance with the section titled "HMA Paving Mixtures Subject to Rejection or Penalty" in this Special Provision.

Reclaimed Asphalt Pavement (RAP) Percentages. Superpave mixture types El, El High Stress, E3 and E3 High Stress, E10 and E10 High Stress used as Leveling or Top Course shall be limited to a maximum of 17% RAP binder by weight of the total binder in the mixture.

Mixtures Analysis Data: The Contractor, at least two (2) days prior to production, shall submit to the Testing Laboratory, for the Engineer's approval, a test report containing the following data:

1. The extracted aggregate gradation and asphalt content of the RAP stockpile (minimum one [1] test per 1000 Tons of RAP).

2. Average crushed content and aggregate type (gravel, slag, limestone, etc.) in the RAP stockpile (minimum one [1] test per 1000 Tons of RAP).

3. Desired proportions of RAP and virgin aggregates.

4. The "Proposed Grading" of the final blend of RAP and virgin aggregates shall also include the mixture gradation plotted on a 0.45 power chart. This chart must clearly show control points and the restricted zone as defined in this Special Provision.

5. The Blended Aggregate Wear Index (AWI) value for all Top Course Hot Mix Asphalt

(HMA) mix designs.

6. The "Proposed Asphalt Binder Content" of the mixture.

7. The type of asphalt binder to be added to the mixture.

8. The individual and combined bulk specific gravities of all aggregates, including those within the RAP mixture.

9. The Gmm (Maximum Specific Gravity) of the HMA mixture at the proposed binder content.

10. Crushed content, fine aggregate angularity, sand equivalent, L.A. abrasion, soft particles, flat and elongated particles.

11. Crushed content, fine aggregate angularity, sand equivalent, L.A. abrasion, soft particles, flat and elongated particles.

12. The Superpave mix criteria as indicated in Tables 7 to 9.

13. HMA suppliers recommended compaction temperature for laboratory density specimens.

14. The specified temperature of the HMA when applied at the project site.

15. Air voids and VMA correction factors for reheated samples. Obtain a minimum of three samples which will then be split with one portion tested for air voids and V.M.A. immediately (without reheating) per Wayne County methods. The other portion shall be allowed to reach ambient temperature then reheated and tested for VMA and air voids. The average difference of these results will be submitted as the correction factors.

The Voids in Mineral Aggregate (VMA) will be based on the Bulk Specific Gravity of the total mix in accordance with the Asphalt Institute's Superpave Mix Design Manual (SP2).

Trial Run: At the direction of the Testing Engineer, the Contractor will be required to produce and test the mixture prior to placing the HMA on the project. All costs associated with the trial run, including materials and testing will be borne by the Contractor. All test results will be forwarded to the WCDPS Testing Office prior to commencement of the project.

The Contractor will be required to produce the mixture within the tolerances listed for Range 1 in this Special Provision in the section titled "HMA Paving Mixtures Subject to Rejection or Penalty".

The mixture shall not contain clay balls, unmixed lumps, or uncoated particles.

HMA Base Course Mixtures: The "Proposed Grading" must meet the aggregate gradation as specified in Table 10 Mixture Number 2 or 3 or as specified by the Engineer.

HMA Binder Course Mixtures: The "Proposed Grading" must meet the aggregate gradation as specified in Table 10 Mixture Number 2.

HMA Leveling Course Mixtures: The "Proposed Grading" must meet the aggregate gradation as specified in Table 10 Mixture Number 4.

HMA Wedge Course Mixtures: The "Proposed Grading" shall meet the aggregate gradation as specified in Table 10 Mixture Number 5.

HMA Top Course Mixtures: The "Proposed Grading" shall meet the aggregate gradation as specified in Table 10 Mixture Number 5.

Equipment

Hot-Mix Storage Bins: The use of hot-mix storage bins will be limited to six (6) hours of storage or, when insulated, storage may be extended up to thirty (30) hours with specific approval of the Engineer.

HMA Plant: All HMA plants supplying material to the project will be inspected and approved by the Wayne County Testing Office prior to production.

Construction Methods

Placing HMA Mixtures

General: All paving lanes shall be completed to approximately the same station at the end of each day. If the longitudinal edge of a paved lane of Top Course is distorted during the day's work by traffic or other means, it shall be trimmed, by the use of a self-propelled concrete saw, to a true line and vertical face prior to placing the abutting lane. Transverse joints shall be carefully constructed and maintained with a vertical face until the placing of additional material against the joint has begun. Corrections to the longitudinal and transverse edges by a method approved by the Engineer will not be paid for separately.

When used in conjunction with pavement surface milling, the placement of HMA Wedge Courses shall take place within two (2) days of the milling operation, or as directed by the Engineer. The Contractor shall schedule the milling operation in such a way that the HMA Wedge Course placement will not be required on Sundays or holidays.

Resurfacing shall not begin in any section of pavement until base repair and curb construction in that section is complete.

Areas of completed HMA Top Course requiring correction for paving irregularities (e.g., "birdbaths") shall be removed by surface milling and replaced with HMA Top Course as directed by the Engineer. Skin patching of irregularities will not be allowed. The removal and replacement of material required to correct irregularities shall not be paid for separately and will be included in the original payment of the HMA Top course material.

For HMA Binder Course, delivery is required to be made by rear end discharge trailers with a live mechanical conveyor feed bottom, such as those manufactured by Flow-Boy, Fruehauf or Red River. In transporting HMA mixtures, all loads shall be covered.

Subsection 501.03.F.1 paragraph 2 and Subsections a through d of the 2012 MDOT Standard Specifications for Construction, shall be revised to read: “Pavers will be required to place all HMA mixtures, unless specifically approved by the Engineer.”

Table 501-4 of Subsection 501.03 of the 2012 MDOT Standard Specifications for Construction is deleted.

Bond Coat: The following rates of Bond Coat shall be used unless otherwise called for on the plans or directed by the Engineer.

1. For all existing pavements and pavement surfaces, and over new concrete base courses, the application rate for the bond coat diluted at a 1:1 ratio shall be within a range of 0.06 – 0.14 gallons per square yard (gsy). The target rate shall be 0.10 gsy.

2. Between subsequent HMA Mixture courses the application rate for the bond coat diluted at a 1:1 ratio shall be within a range of 0.03 – 0.07 gallons per square yard. The target rate shall be 0.05 gsy.

Compaction of HMA Mixtures

General: The compaction of HMA Base courses, Binder courses, Leveling courses, and Top courses placed directly on an aggregate base shall be as described in Section 501.03 of the 2012 MDOT Standard Specifications for Construction.

Compaction of HMA Top Courses, excluding any mixture placed directly on an aggregate base, shall be as specified herein. These requirements take precedence over any conflicts with the requirements of the 2012 MDOT Standard Specifications for Construction.

Construction of HMA Mixtures

The current Wayne County specifications for HMA Pavements and MDOT Standard Specifications for Construction will be amended to include the following:

1. The temperature range of the HMA when applied at the project site will be specified by the HMA supplier prior to placement and is provided to the Engineer for approval.

The temperature range for placement at the project site shall be within ±20° F of the specified temperature. HMA mixes not meeting the minimum temperature of 250° F or exceeding the maximum temperature requirement of 350° F will be rejected.

2. The temperature of the surface, which the HMA mix will be applied, shall not be less than 40° F.

Quality Assurance Sampling and Testing

After the job-mix-formula (JMF) is established and approved by the Engineer, the aggregate gradation and binder content of the HMA mixture furnished for the work shall be maintained within Range 1 uniformity tolerance limits permitted for the job-mix-formula specified in Table

12. Aggregate gradation will be determined from a sample obtained by using an ignition furnace as in MTM 319-01. The binder content will be determined by calculated value using the Maximum Specific Gravity (Gmm) as tested in MTM 314. When mixtures are tested for Air Voids, Voids in Mineral Aggregate (VMA), Maximum Specific Gravity (Gmm), and Binder Content based on calculated value using Maximum Specific Gravity (Gmm) the mixtures shall also meet specifications listed in Table 13.

Acceptance sampling and testing will be performed by WCDPS using the sampling method and testing options selected by the Engineer. All sampling will be done in accordance with MTM 313 (Sampling HMA Paving Mixtures) or MTM 324 (Sampling HMA Mixtures Behind the Paver).

Each day of production, WCDPS will determine the number of samples to be taken for each mix type. Acceptance testing will be performed at minimum frequency of once per 1000 tons. Quality

Control measures to insure job control are the responsibility of the Contractor. All persons performing QC and QA HMA field sampling must be Local Agency HMA Sampling Qualified.

All persons performing HMA testing must be at a minimum Hot Mix Asphalt Level One certified and maintain certification through an approved program. The MDOT HMA certification program is an approved program.

All labs performing Acceptance testing or Quality Control testing shall be qualified labs per the MDOT HMA Production Manual and participate in the MDOT Round Robin Program, or as a minimum be AASHTO Materials Reference Laboratory (AMRL) accredited for AASHTO T30 or T27, and AASHTO T164 or T308.

The minimum required in-place density shall be 92.0 percent. The Contractor shall be responsible for establishing a rolling pattern that will achieve the required in-place density. Any time minimum in-place density is not being achieved, the Contractor shall immediately notify the Engineer. The Engineer may suspend placement operations until the Contractor can establish a rolling pattern that will achieve the required in-place density. Contract time will continue and the Contractor will not be compensated for down time.

All persons performing Density Control shall be at a minimum a Michigan Certified Density Control technician.

In-Place Density Quality Control Sampling During Production

Two cores approximately 6 inches in diameter, taken at random locations, will be allowed per sublot of material for QC of In-Place Density.

At the time any QC or QA cores are taken, remove free standing water from the core hole, apply tack coat to the interior of the core hole, fill with hot mixture, and compact. Obtain approval for the type of mix to be used for filling holes and for obtaining compaction at the pre-production meeting.

In-Place Density Quality Assurance Sampling

Random Sampling. Prior to the pre-production meeting, the Engineer will generate two columns of random numbers using a computer spreadsheet program or a calculator. The random numbers will be used for the longitudinal and the transverse measurement for determining the core location. The first column will be the longitudinal measurement and the second column will be the transverse measurement.

Sublot Size. Sublot size will not exceed 600 tons. If a days production is less than 600 tons, the days tonnage will be considered a sublot. If a days production exceeds 600 tons, the tonnage will be divided into approximately equal sublot sizes, up to 600 tons each.

The Engineer will locate and mark all QA core locations. All QA coring operations will be completed by the Contractor including dispute resolution and sublot retest coring. The Engineer will test all QA cores. If, for any reason, a core is damaged or determined not to be representative at the time of coring, the Engineer will evaluate and document the problem and determine if re-coring is necessary.

Core sample locations will be marked after final rolling. Core sample locations will be marked at the completion of a sublot and cores will be taken, prior to traffic staging changes, or at another time that is independent of paving operations. Any exceptions must be approved by the Engineer.

The Engineer will identify four core sample locations for each sublot based on random longitudinal and transverse measurements. The Contractor will provide and pay for traffic control as required in the special provision for maintaining traffic, for all coring procedures including dispute resolution and sublot retest coring.

The Engineer will mark each core location with a 2-inch diameter paint dot, paint marker, or keel crayon, which represents the center of the core. If the center of the core is less than 5 inches from either edge of pavement, another transverse random number will be selected and the core sample site moved to the new location.

Notify the Engineer in advance of coring to ensure that WCDPS has a representative to witness the coring operation and take immediate possession of the cores. Drill a core sample approximately 6 inches in diameter at each core location. Do not damage cores during removal from the roadway. Measure cores at the time they are extracted from the pavement. Any core disqualified based on the minimum thickness criteria or damaged during removal will be discarded and a new core location will be selected by the Engineer using the random number chart. If more than 50 percent of the cores in a lot are disqualified based on minimum thickness criteria, production must stop. Production will not be allowed to continue until the Engineer has confirmed that the paving operation is meeting the contract application rate. All previous pavement, base aggregate, or bond coat material will be sawed off the bottom of the core samples by the Engineer.

The minimum core thickness for each mixture type is:

Hot Mix Asphalt Mixture No.

Minimum Core Thickness

2E 3 inch 3E 2-1/4 inch 4E 1-1/2 inch 5E 1-1/8 inch

Alternate Acceptance In-Place Method

Density acceptance for Hand Patching, Joint Repairs, Driveways, and Widening/Tapers/ Gores of less than or equal to 5 feet will be as follows. Density acceptance for these processes will be by density gauge. Establish the compaction effort for each pavement layer to achieve the required in-place density values. After the final rolling, the Engineer will use a density gauge using the Gmm from the JMF for acceptance. A minimum of six random locations per sublot will be tested for density. If the average of the density values is equal to or greater than 92.00 percent of the Gmm, the pavement density will be accepted. If the average of the sublot density tests are less than 92.00 percent of the Gmm, the Contractor must take corrective action to achieve a minimum average of 92.00 percent of the Gmm.

In-Place Density Quality Assurance Testing

Pavement In-Place Density acceptance testing will be completed by the Engineer within 4 calendar days after the Engineer has taken possession of the cores at the project site. Testing will be in accordance with MTM 315. The Engineer and Contractor will mutually agree to use either vacuum dry or oven dry method as outlined in MTM 315. This agreement will be documented at the pre-production meeting. The Engineer’s test results on the compacted HMA will be used as a basis of acceptance and payment.

Rejected Mixtures

The Contract Unit Price for HMA Mixtures, per sublot, that fall below the required 92.0 percent In-Place Density, based on the Maximum Theoretical Specific Gravity (Gmm) from the JMF, will be decreased as follows:

Adjusted Contract Unit Price = Contract Unit Price - Contract Base Price Adjustment

A. A negative adjustment in the HMA Mixture Contract Base Price, when the average In-Place Density of the sublot is less than 92.0 percent, but equal to or greater than 91.0 percent will occur according to the following formula:

Contract Base Price Adjustment = Contract Base Price x 0.10

B. A negative adjustment in the HMA Mixture Contract Base Price, when the average In-Place Density of the sublot is less than 91.0 percent, but equal to or greater than 90.0 percent will occur according to the following formula:

Contract Base Price Adjustment = Contract Base Price x 0.25

If the average In-Place Density of the sublot is below 90.0 percent, the material placed shall be removed and replaced at the sole expense of the Contractor.

Dispute Resolution Process for In-Place Density

If the Contractor disputes the WCDPS in-place density testing results, the Contractor can request to take cores to verify the original failing density results within two days after they are notified that the material did not meet specifications. If the Engineer approves, the Engineer will establish the limits of the area, or separate discrete areas, to be represented by the cores and the core locations. Not more than one core for every 1300 linear feet of any discrete area in question will be taken. Dispute resolution cores will be located using random numbers as per the original procedure. The Contractor shall notify the Engineer 24 hours in advance of coring to ensure that WCDPS has a representative to witness the coring operation and to take immediate possession of the cores. After the Engineer takes possession of the cores, WCDPS will complete the density testing of the cores. The density of the cores will supersede the density of the original cores. The resulting core density for any areas, discrete, or total, established by the Engineer, shall be applied to the above Contract Base Price Adjustments or if required, the HMA shall be removed and replaced. After completion of the core testing the Engineer will notify the Contractor of the results.

All costs associated with this additional testing will be borne by the Contractor. Delays for this additional testing shall not be considered grounds for any extension of time to the contract.

HMA Contract Unit Price Adjustments

Bond Coat: In accordance with the formula and the tables below, price adjustments will be made if the penetration of the distillation residue fails to meet the specified range of 40 to 90 dmm and/or the percent of bituminous residue fails to meet the specified minimum. These price adjustments shall be cumulative.

P = F x 2000 rc

A Where:

P = Price adjustment per ton of HMA cover material.

F = Price reduction factor from table below.

r = Specified Bond Coat application rate (gallons per square yard).

c = (0.75) Constant representing applied rate of Bond Coat.

A = Application rate of the HMA mixture in the layer placed on the Bond Coat, in pounds per square yard.

Penetration of Price Reduction Factors (F) Distillation Residue, dmm (Dollars/Gallon)

35 to 39 ............................................................................ 0.30 91 to 100 .......................................................................... 0.30 30 to 34 ............................................................................ 0.45 101 to 109 ........................................................................ 0.45 Less than 30 ..................................................................... 0.90 Greater than 110 ............................................................... 0.90

Percent of Price Reduction Factor (F) Bituminous Residue (Dollars/Gallon)

27% - 30% ......................................................................... 0.30 20 % - 26.9 % ................................................................... .0.45 Less than 20% .................................................................. 0.90

From September 15 to May 15, the Price Reduction Factor (F) will be as follows:

Percent of Price Reduction Factor (F) Bituminous Residue (Dollars/Gallon)

46% - 48% ........................................................................ 0.30 44 % - 46% ........................................................................ 0.45 Less than 44 ....................................................................... 0.90

For price adjustment purposes, the tests sample will represent the entire area of bond coat placed on the day the sample was taken plus any preceding coverage since the last sample was taken or since the beginning of the work, whichever is less.

HMA Mixtures

Table 1: Crush Minimum Criteria

Estimated Traffic (million ESAL) Mix Type Top & Leveling Courses Base Course

≥0.3 to <1.0 E1 65/-- -- ≥1.0 to <3 E3 75/-- 50/-- ≥3.0 to <10 E10 85/80 60/--

Note: 85/80 denotes that 85 percent of the coarse aggregate has one fractured face and 80 percent has two fractured faces.

Table 2: Fine Aggregate Angularity Minimum Criteria

(million ESAL) Mix Type Top & Leveling Courses Base Course

≥0.3 to <1.0 E1 40 - ≥1.0 to <3 E3 43 40 ≥3.0 to <10 E10 45 40

Table 3: Sand Equivalent Minimum Criteria

(million ESAL) Mix Type Top & Leveling Courses Base Course

≥0.3 to <1.0 E1 40 40 ≥1.0 to <3 E3 40 40 ≥3.0 to <10 E10 45 45

Table 4: L.A. Abrasion Maximum Criteria Estimated Traffic (million ESAL) Mix Type Top & Leveling Courses Base Course

≥0.3 to <1.0 E1 40 45 ≥1.0 to <3 E3 35 40 ≥3.0 to <10 E10 35 40

Table 5: Soft Particles Maximum Criteria

(million ESAL) Mix Type Top & Leveling Courses Base Course

≥0.3 to <1.0 E1 10 10 ≥1.0 to <3 E3 5 5

≥3.0 to <10 E10 5 5 Note: A Soft Particles Maximum is the sum of the shale, siltstone, ochre, coal, clay-ironstone and particles which are structurally weak or are found to be non-durable in service.

Table 6: Flat and Elongated Particles Maximum Criteria

(million ESAL) Mix Type Top & Leveling Courses Base Course

≥0.3 to <1.0 E1 -- -- ≥1.0 to <3 E3 10 10

≥3.0 to <10 E10 10 10 Note: Maximum 10% by weight with a 1 to 5 aspect ratio.

Table 7: Superpave Mix Design Criteria Mixture Number

Design Parameter 5 4 3 2 Percent of Maximum Specific Gravity (% Gmm) at the design Number of gyrations, (Nd) (See Note) 96.0% (1) %Gmm at the initial number of gyrations, (Ni) See Table 9 %Gmm at the maximum number of gyrations, (Nm) 98.0% VMA min % at Nd (based on aggregate bulk specific gravity, Gsb) 15.0 14.0 13.0 12.0 VFA at Nd See Table 8 (3) Fines to effective asphalt binder ratio (PN0200 /Pbe) 0.6 - 1.2 Tensile strength ratio (TSR) 80 % min.

(1) For mixtures meeting the definition for top, leveling, and base course, or a separate shoulder paving operation, unless otherwise noted on the plans, mixtures must be designed to 96.0% of Maximum Specific Gravity (% Gmm) at the design number of gyrations (Nd). During field production Percent of Maximum Specific Gravity (% Gmm) at the design number of gyrations, (Nd) shall be increased to 97.0 %.

(2) The Binder Content used as the target will be the value on the Wayne County Bituminous Field

Communication.

(3) For Mixtures #2 and #3, the maximum criteria limits do not apply.

Table 8: VFA Minimum and Maximum Criteria Estimated Traffic (million ESAL) Mix Type Top Course Base Course

>0.3 to ≤1.0 E1 65-78 65-78 >1.0 to ≤3.0 E3 65-78 65-78 >3.0 to ≤10 E10 65-78 (1) 65-75

(1) For mixture Number 5, the specific VFA range shall be 73% - 76% .

Table 9: Superpave Gyratory Compactor (SGC) Compaction Criteria

Number of Gyrations Estimated Traffic (million ESAL) Mix Type %Gmm at Ni Ni Nd Nm

≥0.3 to >1.0 E1 90.5% 7 76 117 ≥1.0 to <3 E3 90.5% 7 86 134

≥3.0 to <10 E10 89.0% 8 96 152 Note: Compact all mixture specimens fabricated in the SGC to Nd.

Table 10: Aggregate Gradation Requirements Percent Passing Criteria (control points)

Standard Sieve

Mixture Number 5 Top 4 Leveling 3 Base 2 Binder

1½ inch 100 1 inch 100 90 - 100 ¾ inch 100 90 - 100 90 max ½ inch 100 90 - 100 90 max ⅜ inch 90 - 100 90 max No. 4 90 max No. 8 47 - 67 39 - 58 23 - 49 19 - 45

No. 16 No. 30 No. 50

No. 100 No. 200 2.0 - 10.0 2.0 - 10.0 2.0 - 8.0 1.0 - 7.0

Table 11: Performance Graded Binder Utilization Mixture

Type HMA Mainline High Stress HMA

El PG 64-22 Top & Leveling, Wedge -- Base Course and Drives

E3 PG 64-22 Top & Leveling, Wedge --

E10 PG 70-22P Top & Leveling Course PG 76-22P Top & Leveling Course PG 64-22 Base Course, Wedge PG 70-22P Base Course Course and Drives

Table 12: Uniformity Tolerance Limits for HMA Mixtures

PARAMETERS TOP & LEVELING COURSE BASE COURSE

Sieve Size Range # 1 Range #2 Range # 1 Range #2

% Passing No. 8 and Larger ±5.0 ±8.0 ±7.0 ±9.0

% Passing No. 30 ±4.0 ±6.0 ±6.0 ±9.0

% Passing No. 200 ±1.0 ±2.0 ± 2.0 ±3.0

PG Binder Content -0.30 to +0.40 ±0.50 -0.30 to +0.40 ±0.50

Crushed Particle Content - 10% - 15% - 10% - 15%

Table 13: Uniformity Tolerance Limits for HMA Mixtures

Superpave Mixtures Binder Content ± 0.5%

Air Voids ± 1.0% (% @ Ndes) Voids in Mineral Aggregate (VMA) ± 1.0% Maximum Specific Gravity (Gmm) ± 0.019

WCDPS will test for Uniformity Tolerances in Table 13 at least once per Job Mix Formula.

WCDPS reserves the right to vary the testing frequency for volumetric specifications at the Engineer’s discretion depending on the daily production. The Contractor will still be required to meet stated tolerances in Table 13.

HMA Paving Mixtures Subject to Rejection or Penalty

Confirmed Test - The initial test result fails to meet Range #1 or Range #2 and the laboratory retest result of the sample also fails to meet the Range #1 or Range #2.

Consecutive Tests - Two or more tests run on the same asphalt mix (e.g., HMA Base Course) but representing separate samples (e.g., first sample test a.m., second sample test p.m., and the third sample tested a.m. the following day of production) from the same plant for the same project.

Initial Test - The first test run on a sample of asphalt mix.

Non-Conforming Mixture - Asphalt mixture which fails to meet the Range #1, Range #2, or any other property (e.g.: VMA, air voids, etc.) as defined in this special provision.

Non-Confirming Test - The initial test fails to meet Range #1 or Range #2 and the laboratory retest of the same sample is found within Range #1 on the same sample.

Range #1 - If, on two consecutive tests of the same mixture, the binder content or the aggregate gradation on the same sieve exceeds the uniformity tolerance of Range #1 but meets the uniformity tolerance of Range #2, the mixture shall be rejected. If, in the Engineer's judgment, the non-conforming mixture warrants removal, the Contractor shall remove and replace the non-conforming mixture with a mixture meeting specification requirements at his/her expense. If, in the Engineer's judgment, the non-conforming mixture can remain in place, the contract unit price for the non-conforming mixture shall be reduced in accordance with the following schedule:

Non-conforming Item Reduction

Binder (minus) .................................................................... 10% Binder (Plus) ......................................................................... 5% Each Sieve ............................................................................. 5%

The total accumulated reduction shall not exceed 20 percent for material outside Range #1 and within Range #2.

Range #2 - If any one item in a confirmed test as previously defined fails to conform to the Range #2 tolerance (includes the minimum crushed content requirement, maximum soft particles requirement, maximum flat and elongated particles requirement, or fines to effective binder ratio); and if, in the Engineer’s judgment, the non-conforming mixture warrants removal, the Contractor shall remove the non-conforming mixture and replace it with a mixture conforming to specification requirements at his/her expense. If, in the judgment of the Engineer, the non-conforming mixture can remain in place, the contract unit price for these mixtures shall be decreased by 10% for each item up to a maximum of 30% when there is more than one non-conforming item.

If a second consecutive test still indicates the item to be outside Range #2 tolerance, shipping to the project shall be stopped until corrections have been demonstrated to have been made.

Payment for the accepted mixture, including the material represented by the first test, will be decreased by 30% of the contract unit price for those mixtures outside Range #2.

Superpave HMA Requirements - If any one test does not exhibit characteristics conducive to a non-yielding, stable and serviceable pavement (low VMA, high or low air voids) the pavement shall be removed and replaced with the material conforming to specification requirements at the Contractor’s expense.

If, in the Engineer’s judgment, the non-conforming mixture can remain in place, the contract unit price for the non-conforming mixture shall be reduced in accordance with the following schedule:

HMA Contract Unit Price Adjustments

Mixture Property

Deviation (d) BELOW the Field production requirement (Table 7)

Deviation (d) ABOVE the Field production requirement (Table 7)

Negative Unit Price Adjustment %

Air Voids (deviation from JMF)

1.0<d1.3 15 1.0<d1.2 1.3<d1.6 25 1.2<d1.4 1.6<d1.9 50 d>1.4 d>1.9 ** Removal Voids in Mineral Aggregate

(VMA)

(deviation below minimum value in Special Provision for Superpave HMA Mixtures)

Deviation (d) d>1.0 **Removal

The contract unit price reductions indicated above will be in addition to any contract unit price adjustments resulting from the confirmed test results on the nonconforming mixture. The above reductions shall be cumulative.

If a second consecutive test on the same item as mentioned above indicates the item to fail specifications; shipping to the project shall be stopped until either corrections have been demonstrated to have been made or a new mix design has been submitted to the Testing Laboratory as required by the Engineer. The Contractor will have to furnish test results for the new mix design showing the mix will meet specifications prior to recommencing production on the project.

Testing procedures shall be in accordance with Michigan Test Methods.

**The Split Sample will be tested by Wayne County. Test results on reheated Split Sample will be adjusted by the Correction Factors supplied by the contractor with the Mixtures Analysis Data. The results of the testing performed by Wayne County on the reheated split sample shall become the results of record.

Commercial Wearing Course: The successful bidder shall furnish a wearing course mixture which is produced for his commercial use customers. The aggregate gradation selected shall be reasonably uniform from coarse to fine sizes and shall have 100% passing the 5/8" sieve. The bitumen content shall be compatible with the aggregate gradation but shall not be less than 5%.

A mix design for this mix shall be furnished to the Testing Laboratory for its use in checking conformance of material furnished when so desired.

The asphalt mixture can be made with a maximum of 25% “RAP” (Reclaimed Asphalt Pavement).

Marshall HMA Mixes

Hot Mix Asphalt (HMA) Paving Mixtures Subject to Rejection or Penalty

Definitions

Confirmed Extraction Test – The initial extraction or ignition test result fails to meet Range No. 1, Range No. 2, or the Master Range and the laboratory extraction retest result of the same sample also fails to meet the Range No. 1, Range No. 2, or the Master Range.

Consecutive Extraction Tests – Two or more extraction or ignition tests run on the same asphalt mix but representing separate samples (e.g., first sample tested a.m., second sample tested p.m., and the third sample tested a.m. the following day of production) from the same plant for the same project.

Initial Extraction Test – The first extraction or ignition test run on a sample of HMA mix.

Non-Conforming Mixture – HMA mixture which fails to meet the Range No. 1, Range No. 2, or the Master Range as defined in this special provision.

Non-Confirming Test – The initial extraction or ignition test fails to meet Range No. 1, Range No. 2, or the Master Range and the laboratory extraction or ignition retest of the same sample is found within Range No. 1 and the Master Range on the same sample.

Penalties

Range No. 1 – If, on two consecutive extraction or ignition tests of the same mixture, the bitumen content or aggregate gradation of the same sieve exceeds the uniformity tolerance of Range No. 1 (See Table 14) but meets the master range and the uniformity tolerance of Range No. 2, the mixture shall be rejected. If, in the Engineer’s judgment, the non-conforming mixture warrants removal, the contractor shall remove and replace the non-conforming mixture with mixture meeting specification requirements at his expense. If, in the Engineer’s judgment, the non-conforming mixture can remain in place, the contract unit price for the non-conforming mixture shall be reduced in accordance with the following schedule.

Non-Conforming Item Reduction

Bitumen (Minus)……... 10% Bitumen (Plus)………... 5% Each Sieve……………. 5%

The total accumulated reduction shall not exceed 20 percent for material outside Range No. 1 and within Range No. 2 and the Master Range.

Range No. 2 and Master Range – If any one item in a confirmed extraction or ignition test as previously defined fails to conform to the Range No. 2 (See Table 1) tolerance or the Master Range (includes the minimum crushed content requirement); and if, in the Engineer’s judgment, the non-conforming mixture warrants removal, the Contractor shall remove the non-conforming mixture and replace it with a mixture conforming to specification requirements at his expense.

If, in the judgment of the Engineer, the non-conforming mixture can remain in place, the contract unit price for these mixtures shall be decreased by 10 percent for each item up to a maximum of 20 percent when there is more than one non-conforming item.

If a second consecutive extraction or ignition test still indicates the item to be outside the Master Range or Range No. 2 tolerance, shipping to the project shall be stopped until corrections have been demonstrated to have been made. Payment for the accepted mixture, including the material represented by the first test, will be decreased by 20 percent of the contract unit price for those mixtures outside Range No. 2 but within the Master Range; and will be decreased by 30 percent of the contract price for those mixtures outside of the Master Range.

Marshall Requirements - If any one test does not exhibit characteristics conducive to a non-yielding, stable, and serviceable pavement (e.g., low stability, low VMA, high or low air voids) the pavement shall be removed and replaced with the material conforming to specification requirements at the Contractor’s expense.

If, in the Engineer’s judgment, the non-conforming mixture can remain in place, the contract unit price for the non-conforming mixture shall be reduced in accordance with the following schedule:

Non-Conforming Item Reduction

a. *0.1% to 0.5% below the VMA requirement 5%

b. *0.6% to 1.0% below the VMA requirement 10%

c. 1.1% to 1.5% below the VMA requirement 15%

d. 1.6% to 2.0% below the VMA requirement 25%

e. 2.1% to 2.5% below the VMA requirement 50%

Non-Conforming Item Reduction

f. *0.1% to 0.3% below the Air Void requirement 5%

g. *0.4% to 0.6% below the Air Void requirement 10%

h. 0.7% to 0.9% below the Air Void requirement 15%

i. 1.0% to 1.2% below the Air Void requirement 25%

j. 1.3% to 1.4% below the Air Void requirement 50%

k. *0.1% to 0.6% above the Air Void requirement 5%

l. *0.7% to 1.1% above the Air Void requirement 10%

m. 1.2% to 1.5% above the Air Void requirement 15%

n. 1.6% to 1.8% above the Air Void requirement 25%

o. 1.9% to 2.0% above the Air Void requirement 50%

p. *Low stability greater than 5% below requirement 10%

q. Low stability greater than 15% below requirement 25%

r. *Not meeting the Flow requirement 10%

The above reductions shall be cumulative.

* Two consecutive tests will be required in order to implement this reduction. Consecutive tests may be performed on the same day or consecutive days of production of the same material.

If a second consecutive test on the same item as mentioned above indicates the item to fail specifications, shipping to the project shall be…