5-04Hot Mix Asphalt

5-04.1 Description

This Work consists of providing and placing one or more layers of plant-mixed hot mix asphalt (HMA) on a prepared foundation or base, in accordance with these Specifications and the lines, grades, thicknesses, and typical cross-sections shown in the Plans. The manufacture of HMA may include additives or processes that reduce the optimum mixing temperature (Warm Mix Asphalt) or serve as a compaction aid in accordance with these Specifications. HMA shall be composed of asphalt binder and mineral materials as required, and may include reclaimed asphalt pavement (RAP) or reclaimed asphalt shingles (RAS), mixed in the proportions specified to provide a homogeneous, stable, and workable mix.

5-04.2 Materials

Provide materials as specified in these sections: Asphalt Binder 9-02.1(4) Cationic Emulsified Asphalt 9-02.1(6) Anti-Stripping Additive 9-02.4 HMA Additive 9-02.5 Aggregates 9-03.8 Reclaimed Asphalt Pavement (RAP) 9-03.8(3)B , 9-03.21 Reclaimed Asphalt Shingles (RAS) 9-03.8(3)B , 9-03.21 Mineral Filler 9-03.8(5) Recycled Material 9-03.21

5-04.2(1) How to Get an HMA Mix Design on the QPL

Comply with each of the following: • Develop the mix design in accordance with WSDOT SOP 732 . • Develop a mix design that complies with Sections 9-03.8(2) and 9-03.8(6) . • Develop a mix design no more than 6 months prior to submitting it for QPL evaluation. • Submit mix designs to the WSDOT State Materials Laboratory in Tumwater, including WSDOT Form 350-042 . • Include representative samples of the materials that are to be used in the HMA production as part of the mix design submittal. • Identify the brand, type, and percentage of anti-stripping additive in the mix design submittal. • Include with the mix design submittal a certification from the asphalt binder supplier that the anti-stripping additive is compatible with the crude source and the formulation of asphalt binder proposed for use in the mix design. • Do not include HMA additives that reduce the optimum mixing temperature or serve as a compaction aid when developing a mix design or submitting a mix design for QPL evaluation. The use of HMA additives is not part of the process for obtaining approval for listing a mix design on the QPL. Refer to Section 5-04.2(2)B . Page 5-26 M 41-10

5-04 Hot Mix AsphaltThe Contracting Agency’s basis for approving, testing, and evaluating HMA mix designs

for approval on the QPL is dependent on the contractual basis for acceptance of the HMA mixture, as shown in Table 1 . Table 1 Basis for Contracting Agency Evaluation of HMA Mix Designs for Approval on the QPL Contractual Basis for Acceptance of HMA Mixture [see Section 5-04.3(9) ]Basis for Contracting Agency Approval of Mix Design for Placement on QPLContracting Agency Materials Testing for Evaluation of the Mix Design Statistical EvaluationWSDOT Standard Practice QC-8 located in the WSDOT Materials Manual M 46-01The Contracting Agency will test the mix design materials for compliance with Sections

9-03.8(2) and 9-03.8(6) .

Visual EvaluationReview of Form 350-042 for compliance with Sections

9-03.8(2) and 9-03.8(6) )The Contracting Agency

may elect to test the mix design materials, or evaluate in accordance with WSDOT Standard Practice QC-8 , at its sole discretion. If the Contracting Agency approves the mix design, it will be listed on the QPL for 24 consecutive months. The expiration date of the mix design and corresponding reference mix designs, if any, will be signified by the watermark of the issued mix design report. The maximum duration for approval of a mix design and listing on the QPL will be 24 months from the date of initial approval. The Reference HMA mix design approval date may be extended up to 30 calendar days beyond the expiration date on the QPL, if the Composite Pay Factor is 1.0 or above, and approved by the Engineer.

5-04.2(1)A Mix Designs Containing RAP and/or RAS

Mix designs are classified by the RAP and/or RAS content as shown in Table 2 . Table 2 Mix Design Classification Based on RAP/RAS Content RAP/RAS Classification RAP/RAS Content1 Low RAP/No RAS 0% ≤ RAP% ≤ 20% and RAS% = 0% High RAP/Any RAS20% < RAP% ≤ Maximum Allowable RAP2 and/or 0% < RAS% ≤ Maximum Allowable RAS2 1Percentages in this table are by total weight of HMA. 2See Table 4 in Section 5-04.2(1)A2 to determine the limits on the maximum amount RAP and/or RAS.

5-04.2(1)A1 Low RAP/No RAS – Mix Design Submittals for Placement on QPL

For Low RAP/No RAS mix designs, comply with the following additional requirements:

5-04 Hot Mix Asphalt4. Limit the amount of RAP and/or RAS used in a High RAP/Any RAS mix design by the

amount of binder contributed by the RAP and/or RAS, in accordance with Table 4 . Table 4 Maximum Amount of RAP and/or RAS in HMA Mixture Maximum Amount of Binder Contributed from: RAP RAS 40%1 minus contribution of binder from RAS 20%2 1 Calculated as the weight of asphalt binder contributed from the RAP as a percentage of the total weight of asphalt binder in the mixture. 2 Calculated as the weight of asphalt binder contributed from the RAS as a percentage of the total weight of asphalt binder in the mixture.

5-04.2(1)B Commercial HMA – Mix Design Submittal for Placement on QPL

For HMA used in the Bid item Commercial HMA, in addition to the requirements of

5-04.2(2) Mix Design – Obtaining Project Approval

Use only mix designs listed on the Qualified Products List (QPL). Submit WSDOT Form 350-041 to the Engineer to request approval to use a mix design from the QPL. Changes to the job mix formula (JMF) that have been approved on other contracts may be included. The Engineer may reject a request to use a mix design if production of HMA using that mix design on a contract is not in compliance with Section 5-04.3(11)D , E, F, and G for mixture or compaction.

5-04.2(2)A Changes to the Job Mix Formula

The approved mix design obtained from the QPL will be considered the starting job mix formula (JMF) and shall be used as the initial basis for acceptance of HMA mixture, as detailed in Section 5-04.3(9) . During production the Contractor may request to adjust the JMF. All adjustments to the JMF will require approval of the Engineer and shall be made in accordance with item 2 of Section 9-03.8(7) . After approval by the Engineer, such adjusted JMFs shall constitute the basis for acceptance of the HMA mixture. Page 5-30 M 41-10

5-04 Hot Mix Asphalt5-04.2(2)B Using HMA Additives

The Contractor may use additives or HMA foaming processes in producing HMA. The use of additives is subject to the following:

5-04.3 Construction Requirements

5-04.3(1) Weather Limitations

Do not place HMA for wearing course on the Traveled Way beginning October 1st through March 31st of the following year, without written concurrence from the Engineer. Do not place HMA on a wet surface, or when the average surface temperatures are less than those specified in Table 5 , or when weather conditions otherwise prevent the proper handling or finishing of the HMA. Table 5 Minimum Surface Temperature for Paving Compacted Thickness (Feet) Wearing Course Other Courses Less than 0.10 55°F 45°F 0.10 to 0.20 45°F 35°F More than 0.20 35°F 35°F

5-04.3(2) Paving Under Traffic

These requirements apply when the Roadway being paved is open to traffic. In hot weather, the Engineer may require the application of water to the pavement to accelerate the finish rolling of the pavement and to shorten the time required before reopening to traffic. During paving operations, maintain temporary pavement markings throughout the project. Install temporary pavement markings on the Roadway prior to opening to traffic. Temporary pavement markings shall comply with Section 8-23 . The Contractor shall determine when the pavement is opened to traffic unless otherwise directed by the Engineer in accordance with Section 1-05.1 .

5-04.3(3) Equipment

5-04.3(3)A Mixing Plant

Equip mixing plants as follows:

5-04 Hot Mix Asphalte. Do not extend the volume of material in the pugmill above the vertical position

of the blade tips. Retard the flow of material through the pugmill by reversing a minimum of the last two rows of paddles or providing a material dam.

5-04.3(3)B Hauling Equipment

Provide HMA hauling equipment with tight, clean, smooth metal beds and a cover of canvas or other suitable material of sufficient size to protect the HMA from adverse weather. Securely attach the cover to protect the HMA whenever the weather conditions during the work shift include, or are forecast to include, precipitation or an air temperature less than 45°F. Prevent HMA from adhering to the hauling equipment. Spray metal beds with an environmentally benign release agent. Drain excess release agent prior to filling hauling equipment with HMA. Do not use petroleum derivatives or other coating material that contaminate or alter the characteristics of the HMA. For hopper trucks, operate the conveyer during the process of applying the release agent.

5-04.3(3)C Pavers

Use self-contained, power-propelled pavers provided with an internally heated vibratory screed that is capable of spreading and finishing courses of HMA in lane widths required by the paving section shown in the Plans. When requested by the Engineer, provide written certification that the paver is equipped with the most current equipment available from the manufacturer for the prevention of segregation of the coarse aggregate particles. The certification shall list the make, model, and year of the paver and all equipment that has been retrofitted to the paver. Operate the screed in accordance with the manufacturer’s recommendations and in a manner to produce a finished surface of the required evenness and texture without tearing, shoving, segregating, or gouging the mixture. Provide a copy of the manufacturer’s recommendations upon request by the Contracting Agency. Extensions to the screed will be allowed provided they produce the same results, including ride, density, and surface texture as obtained by the primary screed. In the Traveled Way do not use extensions without both augers and an internally heated vibratory screed. Equip the paver with automatic screed controls and sensors. The controls shall be capable of sensing grade from an outside reference line, sensing the transverse slope of the screed, and providing automatic signals that operate the screed to maintain the desired grade and transverse slope. Construct the sensor so it will operate from a reference line or a mat referencing device. The transverse slope controller shall be capable of maintaining the screed at the desired slope within plus or minus 0.1 percent. M 41-10 Page 5-33 Hot Mix Asphalt 5-04Equip the paver with automatic feeder controls, properly adjusted to maintain a uniform depth of material ahead of the screed. Manual operation of the screed is permitted in the construction of irregularly shaped and minor areas. These areas include, but are not limited to, gore areas, road approaches, tapers and left-turn channelizations. When specified in the Contract, provide reference lines for vertical control. Place reference lines on both outer edges of the Traveled Way of each Roadway. Horizontal control utilizing the reference line is permitted. Automatically control the grade and slope of intermediate lanes by means of reference lines or a mat referencing device and a slope control device. When the finish of the grade prepared for paving is superior to the established tolerances and when, in the opinion of the Engineer, further improvement to the line, grade, cross-section, and smoothness can best be achieved without the use of the reference line, a mat referencing device may be substituted for the reference line. Substitution of the device will be subject to the continued approval of the Engineer. A joint matcher may be used subject to the approval of the Engineer. The reference line may be removed after completion of the first course of HMA when approved by the Engineer. Whenever the Engineer determines that these methods are failing to provide the necessary vertical control, the reference lines will be reinstalled by the Contractor. Furnish and install all pins, brackets, tensioning devices, wire, and accessories necessary for satisfactory operation of the automatic control equipment. If the paving machine in use is not providing the required finish, the Engineer may suspend Work as allowed by Section 1-08.6 .

5-04.3(3)D Material Transfer Device or Material Transfer Vehicle

Use a material transfer device (MTD) or material transfer vehicle (MTV) to deliver the HMA from the hauling equipment to the paving machine for all lifts in (or partially in) the top 0.30 feet of the pavement section used in traffic lanes. However, an MTD/V is not required for HMA placed in irregularly shaped and minor areas such as tapers and turn lanes, or for HMA mixture that is accepted by Visual Evaluation. At the Contractor’s request the Engineer may approve paving without an MTD/V; the Engineer will determine if an equitable adjustment in cost or time is due. If a windrow elevator is used, the Engineer may limit the length of the windrow in urban areas or through intersections. To be approved for use, an MTV:

5-04 Hot Mix Asphalt5-04.3(3)E Rollers

Operate rollers in accordance with the manufacturer’s recommendations. When requested by the Engineer, provide a Type 1 Working Drawing of the manufacturer’s recommendation for the use of any roller planned for use on the project. Do not use rollers that crush aggregate, produce pickup or washboard, unevenly compact the surface, displace the mix, or produce other undesirable results.

5-04.3(4) Preparation of Existing Paved Surfaces

Before constructing HMA on an existing paved surface, the entire surface of the pavement shall be clean. Entirely remove all fatty asphalt patches, grease drippings, and other deleterious substances from the existing pavement. Thoroughly clean all pavements or bituminous surfaces of dust, soil, pavement grindings, and other foreign matter. Thoroughly remove all cleaning or solvent type liquids spilled on the pavement before paving proceeds. Fill all holes and small depressions with an appropriate class of HMA. Level and thoroughly compact the surface of the patched area. Apply a uniform coat of asphalt (tack coat) to all paved surfaces on which courses of HMA are to be placed or abutted. Apply tack coat to cover the cleaned existing pavement with a thin film of residual asphalt free of streaks and bare spots. Apply a heavy application of tack coat to all joints. For Roadways open to traffic, limit the application of tack coat to surfaces that will be paved during the same working shift. Equip the spreading equipment with a thermometer to indicate the temperature of the tack coat material. Do not operate equipment on tacked surfaces until the tack has broken and cured. Repair tack coat damaged by the Contractor’s operation, prior to placement of the HMA. Unless otherwise allowed by the Engineer, use cationic emulsified asphalt CSS-1, CSS-1h, or Performance Graded (PG) asphalt for tack coat. The CSS-1 and CSS-1h may be diluted with water at a rate not to exceed one part water to one part emulsified asphalt. Do not allow the tack coat material to exceed the maximum temperature recommended by the asphalt supplier. When shown in the Plans, prelevel uneven or broken surfaces over which HMA is to be placed by using an asphalt paver, a motor patrol grader, or by hand raking, as approved by the Engineer.

5-04.3(4)A Crack Sealing

Crack sealing shall be in accordance with Section 5-03 .

5-04.3(4)B Soil Residual Herbicide

Where shown in the Plans, apply one application of an approved soil residual herbicide. Comply with Section 8-02.3(3)B . Complete paving within 48 hours of applying the herbicide. Use herbicide registered with the Washington State Department of Agriculture for use under pavement. Before use, obtain the Engineer’s approval of the herbicide and the proposed rate of application. Include the following information in the request for approval of the material:

5-04.3(5) Producing/Stockpiling Aggregates, RAP, & RAS

Produce aggregate in compliance with Section 3-01 . Comply with Section 3-02 for preparing stockpile sites, stockpiling, and removing from stockpile each of the following: aggregates, RAP, and RAS. Provide sufficient storage space for each size of aggregate, RAP and RAS. Fine aggregate or RAP may be uniformly blended with the RAS as a method of preventing the agglomeration of RAS particles. Remove the aggregates, RAP and RAS from stockpile(s) in a manner that ensures minimal segregation when being moved to the HMA plant for processing into the final mixture. Keep different aggregate sizes separated until they have been delivered to the HMA plant. When hydrated lime is required by use of the marination treatment, the aggregates shall be stockpiled in accordance with Section 5-04.3(3)A .

5-04.3(5)A Stockpiling RAP or RAS for High RAP/Any RAS Mixes

Do not place any RAP or RAS into a stockpile which has been sequestered for a High RAP/Any RAS mix design. Do not incorporate any RAP or RAS into a High RAP/Any RAS mixture from a source other than the stockpile which was sequestered for approval of that particular High RAP/Any RAS mix design. RAP that is used in a Low RAP/No RAS mix is not required to come from a sequestered stockpile.

5-04.3(6) Mixing

The asphalt supplier shall introduce recycling agent and anti-stripping additive, in the amount designated on the QPL for the mix design, into the asphalt binder prior to shipment to the asphalt mixing plant. Anti-strip is not required for temporary work that will be removed prior to Physical Completion. Use asphalt binder of the grade, and from the supplier, in the approved mix design. Page 5-36 M 41-10

5-04 Hot Mix AsphaltPrior to introducing reclaimed materials into the asphalt plant, remove wire, nails, and

other foreign material. Discontinue use of the reclaimed material if the Engineer, in their sole discretion, determines the wire, nails, or other foreign material to be excessive. Size RAP and RAS prior to entering the mixer to provide uniform and thoroughly mixed HMA. If there is evidence of the RAP or RAS not breaking down during the heating and mixing of the HMA, immediately suspend the use of the RAP or RAS until changes have been approved by the Engineer. After the required amount of mineral materials, RAP, RAS, new asphalt binder and recycling agent have been introduced into the mixer, mix the HMA until complete and uniform coating of the particles and thorough distribution of the asphalt binder throughout the mineral materials, RAP and RAS is ensured. Upon discharge from the mixer, ensure that the temperature of the HMA does not exceed the optimum mixing temperature shown on the accepted Mix Design Report by more than 25°F, or as allowed by the Engineer. When an additive is included in the manufacture of HMA, do not heat the additive (at any stage of production including in binder storage tanks) to a temperature higher than the maximum recommended by the manufacturer of the additive. A maximum water content of 2 percent in the mix, at discharge, will be allowed providing the water causes no problems with handling, stripping, or flushing. If the water in the HMA causes any of these problems, reduce the moisture content. During the daily operation, HMA may be temporarily held in approved storage facilities. Do not incorporate HMA into the Work that has been held for more than 24 hours after mixing. Provide an easily readable, low bin-level indicator on the storage facility that indicates the amount of material in storage. Waste the HMA in storage when the top level of HMA drops below the top of the cone of the storage facility, except as the storage facility is being emptied at the end of the working shift. Dispose of rejected or waste HMA at no expense to the Contracting Agency.

5-04.3(7) Spreading and Finishing

Do not exceed the maximum nominal compacted depth of a layer in any one course, as shown in Table 6 , unless approved by the Engineer: Table 6 Maximum Nominal Compacted Depth of Layers HMA Class Wearing Course Other than Wearing Course 1 inch 0.35 feet 0.35 feet ¾ and ½ inch 0.30 feet 0.35 feet ⅜ inch 0.25 feet 0.30 feet Use HMA pavers complying with Section 5-04.3(3) to distribute the mix. On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the paving may be done with other equipment or by hand. When more than one JMF is being utilized to produce HMA, place the material produced for each JMF with separate spreading and compacting equipment. Do not intermingle HMA produced from more than one JMF. Each strip of HMA placed during a work shift shall conform to a single JMF established for the class of HMA specified unless there is a need to make an adjustment in the JMF.

5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA

Sample aggregate for meeting the requirements of Section 3-04 prior to being incorporated into HMA. (The acceptance data generated for the Section 3-04 acceptance analysis will not be commingled with the acceptance data generated for the Section

5-04.3(9) acceptance analysis.) Aggregate acceptance samples shall be taken as described

M 41-10 Page 5-37 Hot Mix Asphalt 5-04in Section 3-04 . Aggregate acceptance testing will be performed by the Contracting Agency. Aggregate contributed from RAP and/or RAS will not be evaluated under Section 3-04 . The Contracting Agency’s combined aggregate bulk specific gravity (Gsb) blend as shown on the HMA Mix Design will be used for VMA calculations until the Contractor submits a written request for a Gsb test. The new Gsb will be used in the VMA calculations for HMA from the date the Project Engineer receives the written request for a Gsb retest. The Contractor may request aggregate specific gravity (Gsb) testing be performed by the Contracting Agency twice per project for the first 10,000 HMA tons produced, and once thereafter. The Gsb blend of the combined stockpiles will be used to calculate voids in mineral aggregate (VMA) of HMA produced after the new Gsb is determined. For aggregate that will be used in HMA mixture which will be accepted by Statistical Evaluation, the Contracting Agency’s acceptance of the aggregate will be based on:

5-04.3(9) HMA Mixture Acceptance

The Contracting Agency will evaluate HMA mixture for acceptance by one of two methods as determined from the criteria in Table 7 . Table 7 Basis of Acceptance for HMA Mixture Visual Evaluation Statistical Evaluation Criteria for Selecting the Evaluation Method• HMA and Commercial HMA placed in the following locations: – sidewalks – road approaches – ditches – slopes – Pathways – Trails – gores – prelevel – temporary pavement1 – pavement repair• All HMA mixture other than that accepted by Visual Evaluation 1 Temporary pavement is HMA that will be removed before Physical Completion of the Contract. Page 5-38 M 41-10

5-04 Hot Mix Asphalt5-04.3(9)A Test Sections

This section applies to HMA mixture accepted by Statistical Evaluation. A test section is not allowed for HMA accepted by Visual Evaluation. The purpose of a test section is to determine whether or not the Contractor’s mix design and production processes will produce HMA meeting the Contract requirements related to mixture. Construct HMA mixture test sections at the beginning of paving using a maximum of 1,000 tons or as specified by the Engineer. Each test section shall be constructed in one continuous operation.

5-04.3(9)A1 Test Section – When Required, When to Stop

Use Tables 8 and 9 to determine when a test section is required, optional, or not allowed, and to determine when performing test sections may end. Each mix design will be evaluated independently for the test section requirements. If more than one test section is required, each test section shall be evaluated separately by the criteria in Tables 8 and 9. Table 8 Criteria for Conducting and Evaluating HMA Mixture Test Sections (For HMA Mixture Accepted by Statistical Evaluation) High RAP/Any RAS Low RAP/No RAS Is Mixture Test Section Optional or Mandatory?Mandatory1 At Contractor’s Option Waiting period after paving the test section.4 calendar days24 calendar days2 What Must Happen to Stop Performing Test Sections?Meet “Results Required to Stop Performing Test Sections” in Table 9 for High RAP/Any RAS.Provide samples and respond to WSDOT test results required by Table 9 for Low RAP/No RAS. 1 If a mix design has produced an acceptable test section on a previous contract (using the same JMF) the test section may be waived if approved by the Engineer. 2 This is to provide time needed by the Contracting Agency to complete testing and the Contractor to adjust the mixture in response to those test results. Paving may resume when this is done. M 41-10 Page 5-39 Hot Mix Asphalt 5-04Table 9 Results Required to Stop Performing HMA Mixture Test Sections1 (For HMA Mixture Accepted by Statistical Evaluation) Test PropertyType of HMA High RAP/Any RAS Low RAP/No RAS GradationMinimum PFi of 0.95 based on the criteria in Asphalt BinderMinimum PFi of 0.95 based on the criteria in VMAMinimum PFi of 0.95 based on the criteria in VaMinimum PFi of 0.95 based on the criteria in Hamburg Wheel Track Indirect Tensile StrengthMeet requirements of Section 9-03.8(2)2These tests will not be done as part of Test Section. Aggregates Sand Equivalent Uncompacted Void Content FractureNonstatistical Evaluation in accordance with the requirements of Section 3-043None3 1 In addition to the requirements of this table, acceptance of the HMA mixture used in each test section is subject to the acceptance criteria and price adjustments for Statistical Evaluation (see Table 9a in Section 5-04.3(9)A2 ). 2 Divide the test section lot into three sublots, approximately equal in size. Take one sample from each sublot, and test each sample for the properties in the first column. 3 Take one sample for each test section lot. Test the sample for the property in the first column. 4 Divide the test section lot into three sublots, approximately equal in size. Take one sample from each sublot, and test each sample for the property in the first column. There are no criteria for discontinuing test sections for these mixes; however, the contractor must comply with Section 5-04.3(11)F before resuming paving. Page 5-40 M 41-10

5-04 Hot Mix Asphalt5-04.3(9)A2 Test Section – Evaluating the HMA Mixture in a Test Section

The Engineer will evaluate the HMA mixture in each test section for rejection, acceptance, and price adjustments based on the criteria in Table 9a using the data generated from the testing required by Table 9 in Section 5-04.3(9)A1 . Each test section shall be considered a separate lot. Table 9a Acceptance Criteria for HMA Mixture Placed in a Test Section (For HMA Mixture Accepted by Statistical Evaluation) Test PropertyType of HMA High RAP/Any RAS Low RAP/No RAS Gradation, Asphalt Binder, VMA and VaStatistical Evaluation Statistical Evaluation Hamburg Wheel Track Indirect Tensile StrengthPass/Fail for the requirements of Section 9-03.8(2)1N/A Aggregates Sand Equivalent Uncompacted Void Content FractureNonstatistical Evaluation in accordance with the requirements of Section 3-04Nonstatistical Evaluation in accordance with the requirements of Section 3-04 1Failure to meet the specifications for Hamburg and/or IDT will cause the mixture in the test section to be rejected. Refer to Section 5-04.3(11) .

5-04.3(9)B Mixture Acceptance – Statistical Evaluation

5-04.3(9)B1 Mixture Statistical Evaluation – Lots and Sublots

HMA mixture which is accepted by Statistical Evaluation will be evaluated by the Contracting Agency dividing that HMA tonnage into mixture lots, and each mixture lot will be evaluated using stratified random sampling by the Contracting Agency sub-dividing each mixture lot into mixture sublots. All mixture in a mixture lot shall be of the same mix design. The mixture sublots will be numbered in the order in which the mixture (of a particular mix design) is paved. Each mixture lot comprises a maximum of 15 mixture sublots, except: • The final mixture lot of each mix design on the Contract will comprise a maximum of 25 sublots. • A mixture lot for a test section will consist of three sublots. Each mixture sublot shall be approximately uniform in size with the maximum mixture sublot size as specified in Table 10 . The quantity of material represented by the final mixture sublot of the project, for each mix design on the project, may be increased to a maximum of two times the mixture sublot quantity calculated. For Contracts with a plan quantity less than 3,000 tons of statistically accepted HMA mixture, the minimum number of sublots shall be three. Table 10 Maximum HMA Mixture Sublot Size For HMA Accepted by Statistical Evaluation HMA Original Plan Quantity (tons)1 Maximum Sublot Size (tons)2 < 20,000 1,000 20,000 to 30,000 1,500 >30,000 2,000 1“Plan quantity” means the plan quantity of all HMA of the same class and binder grade which is accepted by Statistical Evaluation. 2The maximum sublot size for each combination of HMA class and binder grade shall be calculated separately. M 41-10 Page 5-41 Hot Mix Asphalt 5-04• For a mixture lot in progress with a mixture CPF less than 0.75, a new mixture lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. See also Section 5-04.3(11)F . • If, before completing a mixture lot, the Contractor requests a change to the JMF which is approved by the Engineer, the mixture produced in that lot after the approved change will be evaluated on the basis of the changed JMF, and the mixture produced in that lot before the approved change will be evaluated on the basis of the unchanged JMF; however, the mixture before and after the change will be evaluated in the same lot. Acceptance of subsequent mixture lots will be evaluated on the basis of the changed JMF.

5-04.3(9)B2 Mixture Statistical Evaluation – Sampling

Comply with Section 1-06.2(1) . Samples of HMA mixture which is accepted by Statistical Evaluation will be randomly selected from within each sublot, with one sample per sublot. The Engineer will determine the random sample location using WSDOT Test Method T 716 . The Contractor shall obtain the sample when ordered by the Engineer. The Contractor shall sample the HMA mixture in the presence of the Engineer and in accordance with FOP for AASHTO R 97.

5-04.3(9)B3 Mixture Statistical Evaluation – Acceptance Testing

Comply with Section 1-06.2(1) . The Contracting Agency will test the mixture sample from each sublot (including sublots in a test section) for the properties shown in Table 11 . Table 11 Testing Required for each HMA Mixture Sublot Test ProcedurePerformed by VMA and VaWSDOT SOP 731 Engineer Asphalt Binder Content FOP for AASHTO T 308 Engineer Gradation: percent Passing 1½″, 1″, ¾″, ½″, ⅜″, No. 4, No. 8, No. 200FOP for AASHTO T 30/T 11 Engineer The mixture samples and tests taken for the purpose of determining acceptance of the test section (as described in Section 5-04.3(9)A ) shall also be used as the test results for acceptance of the mixture described in Sections 5-04.3(9)B3 , 5-04.3(9)B4 , 5-04.3(9)B5 , and 5-04.3(9)B6 .

5-04.3(9)B4 Mixture Statistical Evaluation – Pay Factors

Comply with Section 1-06.2(2) . The Contracting Agency will determine a pay factor (PFi) for each of the properties in Table 11 of Section 5-04.3(9)B3 , for each mixture lot, using the quality level analysis in Section 1-06.2(2)D . For Gradation, a pay factor will be calculated for each of the sieve sizes listed in Table 11 of Section 5-04.3(9)B3 , which is equal to or smaller than the maximum allowable aggregate size (100 percent passing sieve) of the HMA mixture. The upper and lower specification limits (USL and LSL) shall be calculated using the Job Mix Formula Tolerances (for Statistical Evaluation) in Section 9-03.8(7) . If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the Composite Pay Factor (CPF). Page 5-42 M 41-10

5-04 Hot Mix Asphalt5-04.3(9)B5 Mixture Statistical Evaluation – Composite Pay Factors (CPF)

Comply with Section 1-06.2(2) . In accordance with Section 1-06.2(2)D4 , the Contracting Agency will determine a Composite Pay Factor (CPF) for each mixture lot from the pay factors calculated in Section

5-04.3(9)B4 , using the price adjustment factors in Table 12 . Unless otherwise specified,

the maximum CPF for HMA mixture shall be 1.05. Table 12 HMA Mixture Price Adjustment Factors Constituent Factor “f” All aggregate passing: 1½″, 1″, ¾″, ½″, ⅜″ and No.4 sieves 2 All aggregate passing No. 8 sieve 15 All aggregate passing No. 200 sieve 20 Asphalt binder 40 Voids in Mineral Aggregate (VMA) 10 Air Voids (Va) 20

5-04.3(9)B6 Mixture Statistical Evaluation – Price Adjustments

For each HMA mixture lot, a Job Mix Compliance Price Adjustment will be determined and applied, as follows: JMCPA = [0.60 × (CPF – 1.00)] × Q × UP Where JMCPA = Job Mix Compliance Price Adjustment for a given lot of mixture ($) CPF = Composite Pay Factor for a given lot of mixture (maximum is 1.05) Q = Quantity in a given lot of mixture (tons) UP = Unit price of the HMA in a given lot of mixture ($/ton)

5-04.3(9)B7 Mixture Statistical Evaluation – Retests

The Contractor may request that a mixture sublot be retested. To request a retest, submit a written request to the Contracting Agency within 7 calendar days after the specific test results have been posted to the website or emailed to the Contractor, whichever occurs first. The Contracting Agency will send a split of the original acceptance sample for testing by the Contracting Agency to either the Region Materials Laboratory or the State Materials Laboratory as determined by the Engineer. The Contracting Agency will not test the split of the sample with the same equipment or by the same tester that ran the original acceptance test. The sample will be tested for a complete gradation analysis, asphalt binder content, VMA and Va, and the results of the retest will be used for the acceptance of the HMA mixture in place of the original mixture sublot sample test results. The cost of testing will be deducted from monies due or that may come due the Contractor under the Contract at the rate of $250 per sample.

5-04.3(9)C Vacant

5-04.3(9)D Mixture Acceptance – Visual Evaluation

Visual Evaluation of HMA mixture will be by visual inspection by the Engineer or, in the sole discretion of the Engineer, the Engineer may sample and test the mixture. M 41-10 Page 5-43 Hot Mix Asphalt 5-045-04.3(9)D1 Mixture Visual Evaluation – Lots, Sampling, Testing, Price Adjustments HMA mixture accepted by Visual Evaluation will not be broken into lots unless the Engineer determines that testing is required. When that occurs, the Engineer will identify the limits of the questionable HMA mixture, and that questionable HMA mixture shall constitute a lot. Then, the Contractor will take samples from the truck, or the Engineer will take core samples from the roadway at a minimum of three random locations from within the lot, selected in accordance with WSDOT Test Method T 716 , taken from the roadway in accordance with WSDOT SOP 734 , and tested in accordance with WSDOT SOP 737 . The Engineer will test one of the samples for all constituents in Section 5-04.3(9)B3 . If all constituents from that test fall within the Job Mix Formula Tolerances (for Visual Evaluation) in Section 9-03.8(7) , the lot will be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outside those tolerance limits, the other samples will be tested for all constituents in Section 5-04.3(9)B3 , and a Job Mix Compliance Price Adjustment will be calculated in accordance with Table 13 . Table 13 Visual Evaluation – Out of Tolerance Procedures Comply with the Following1 Pay Factors1 Section 5-04.3(9)B4 Composite Pay Factors2Section 5-04.3(9)B5 Price Adjustments Section 5-04.3(9)B6 1The Visual Evaluation tolerance limits in Section 9-03.8(7) will be used in the calculation of the PFi. 2The maximum CPF shall be 1.00.

5-04.3(9)E Mixture Acceptance – Notification of Acceptance Test Results

The results of all mixture acceptance testing and the Composite Pay Factor (CPF) of the lot after three sublots have been tested will be available to the Contractor through the Contracting Agency’s website. The Contracting Agency will endeavor to provide written notification (via email to the Contractor’s designee) of acceptance test results through its web-based materials testing system Statistical Analysis of Materials (SAM) within 24 hours of the sample being made available to the Contracting Agency. However, the Contractor agrees:

5-04.3(10) HMA Compaction Acceptance

For all HMA, the Contractor shall comply with the General Compaction Requirements in Section 5-04.3(10)A . The Contracting Agency will evaluate all HMA for compaction compliance with one of the following - Statistical Evaluation, Visual Evaluation, or Test Point Evaluation - determined by the criteria in Table 14 : Page 5-44 M 41-10

5-04 Hot Mix AsphaltTable 14 Criteria for Determining Method of Evaluation for HMA Compaction1

Statistical Evaluation of HMA Compaction is Required For:Visual Evaluation of HMA Compaction is Required For:Test Point Evaluation of HMA Compaction is Required For: • HMA for which the specified course thickness is greater than 0.10 feet, and the HMA is in: – traffic lanes, including but not limited to: • ramp lanes • truck climbing lanes • weaving lanes • speed change lanes• “HMA for Preleveling…” • “HMA for Pavement Repair…”• HMA not meeting the criteria for Statistical Evaluation or Visual Evaluation 1 This table applies to all HMA, and shall be the sole basis for determining the acceptance method for compaction. The Contracting Agency may, at its sole discretion, evaluate HMA for compliance with the Cyclic Density requirements of Section 5-04.3(10)B .

5-04.3(10)A HMA Compaction – General Compaction Requirements

Immediately after the HMA has been spread and struck off, and after surface irregularities have been adjusted, thoroughly and uniformly compact the mix. The completed course shall be free from ridges, ruts, humps, depressions, objectionable marks, and irregularities and shall conform to the line, grade, and cross-section shown in the Plans. If necessary, alter the JMF in accordance with Section 9-03.8(7) to achieve desired results. Compact the mix when it is in the proper condition so that no undue displacement, cracking, or shoving occurs. Compact areas inaccessible to large compaction equipment by mechanical or hand tampers. Remove HMA that becomes loose, broken, contaminated, shows an excess or deficiency of asphalt, or is in any way defective. Replace the removed material with new HMA, and compact it immediately to conform to the surrounding area. The type of rollers to be used and their relative position in the compaction sequence shall generally be the Contractor’s option, provided the specified densities are attained. An exception shall be that pneumatic tired rollers shall be used for compaction of the wearing course beginning October 1st of any year through March 31st of the following year. Coverage with a steel wheel roller may precede pneumatic tired rolling. Unless otherwise approved by the Engineer, operate rollers in the static mode when the internal temperature of the mix is less than 175°F. Regardless of mix temperature, do not operate a roller in a mode that results in checking or cracking of the mat. On bridge decks and on roadway approaches within five feet of a bridge/back of pavement seat, rollers shall not be operated in a vibratory mode, defined as a mode in which the drum vibrates vertically. However, unless otherwise noted on the plans, rollers may be operated in an oscillatory mode, defined as a mode in which the drum vibrates in the horizontal direction only.

5-04.3(10)B HMA Compaction – Cyclic Density

Low cyclic density areas are defined as spots or streaks in the pavement that are less than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will follow WSDOT SOP 733 . A $500 Cyclic Density Price Adjustment will be assessed for a 500-foot section with two or more density readings below 90 percent of the theoretical maximum density. M 41-10 Page 5-45 Hot Mix Asphalt 5-045-04.3(10)C HMA Compaction Acceptance – Statistical Evaluation HMA compaction which is accepted by Statistical Evaluation will be based on acceptance testing performed by the Contracting Agency, and statistical analysis of those acceptance tests results. This will result in a Compaction Price Adjustment.

5-04.3(10)C1 HMA Compaction Statistical Evaluation – Lots and Sublots

HMA compaction which is accepted by Statistical Evaluation will be evaluated by the Contracting Agency dividing the project into compaction lots, and each compaction lot will be evaluated using stratified random sampling by the Contracting Agency sub-dividing each compaction lot into compaction sublots. All mixture in any individual compaction lot shall be of the same mix design. The compaction sublots will be numbered in the order in which the mixture (of a particular mix design) is paved. Except for the final compaction lot, each compaction lot comprises a maximum of 15 compaction sublots. The final compaction lot of each mix design on the Contract will comprises a maximum of 25 sublots. For contracts with a plan quantity less than 300 tons of statistically accepted HMA for compaction, the minimum number of compaction sublots shall be three. Each compaction sublot shall be uniform in size as shown in Table 15 , except that the last compaction sublot of each day may be increased to a maximum of two times the compaction sublot quantity calculated. Minor variations in the size of a sublot shall not be cause to invalidate the associated test result. Table 15 HMA Compaction Sublot Size HMA Original Plan Quantity (tons)1 Compaction Sublot Size (tons) <20,000 100 20,000 to 30,000 150 >30,000 200 1In determining the plan quantity tonnage, do not include the tons accepted by test point evaluation. The following will cause one compaction lot to end prematurely and a new compaction lot to begin: • For a compaction lot in progress with a compaction CPF less than 0.75 using an LSL = 92.0, a new compaction lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. See also All HMA which is paved on a bridge and accepted for compaction by Statistical Evaluation will compose a bridge compaction lot. If the contract includes such HMA on more than one bridge, compaction will be evaluated on each bridge individually, as separate bridge compaction lots. Bridge compaction sublots will be determined by the Engineer subject to the following: • All sublots on a given bridge will be approximately the same size. • Sublots will be stratified from the lot. • In no case will there be less than 3 sublots in each bridge compaction lot. • No sublot will exceed 50 tons. • Compaction test locations will be determined by the Engineer in accordance with WSDOT Test Method T 716 . Page 5-46 M 41-10

5-04 Hot Mix Asphalt5-04.3(10)C2 HMA Compaction Statistical Evaluation – Acceptance Testing

Comply with Section 1-06.2(1) . The location of HMA compaction acceptance tests will be randomly selected by the Contracting Agency from within each sublot, with one test per sublot. The Contracting Agency will determine the random sample location using WSDOT Test Method T 716 . Use Table 16 to determine compaction acceptance test procedures and to allocate compaction acceptance sampling and testing responsibilities between the Contractor and the Contracting Agency. HMA cores shall be taken or nuclear density testing shall occur after completion of the finish rolling, prior to opening to traffic, and on the same day that the mix is placed. When using the nuclear density gauge for acceptance testing of pavement density, the Engineer will follow WSDOT SOP 730 for correlating the nuclear gauge with HMA cores. When cores are required for the correlation, coring will be by the Contracting Agency unless the Contract includes the item "HMA Core - Roadway". Testing will be by the Contracting Agency. When a core is taken for gauge correlation at the location of a sublot, the relative density of the core will be used for the sublot test result and is exempt from retesting.

5-04.3(10)C3 HMA Statistical Compaction – Price Adjustments

For each HMA compaction lot (that is accepted by Statistical Evaluation) which has less than three compaction sublots, for which all compaction sublots attain a minimum of 92 percent compaction determined in accordance with FOP for AASHTO T 355 (or WSDOT SOP 736 when provided by the Contract), the HMA will be accepted at the unit Contract price with no further evaluation. For each HMA compaction lot (that is accepted by Statistical Evaluation) which does not meet the criteria in the preceding paragraph, the compaction lot shall be evaluated in accordance with Section 1-06.2(2)D4 to determine the appropriate Composite Pay Factor (CPF). All of the test results obtained from the acceptance samples from a given compaction lot shall be evaluated collectively. Additional testing by either a nuclear density gauge or cores will be completed as required to provide a minimum of three tests for evaluation. For the statistical analysis in Section 1-06.2 , use the following values: x = percent compaction for each sublot USL = 100 LSL = 92 Determine the Compaction Price Adjustment (CPA) from the table below, selecting the equation for CPA that corresponds to the value of CPF determined above. Calculating HMA Compaction Price Adjustment (CPA) Value of CPF Equation for Calculating CPA When CPF > 1.00 CPA = [1.00 x (CPF – 1.00)] x Q x UP When CPF = 1.00 CPA = $0 When CPF < 1.0 CPA = [0.40 x (CPF – 1.00)] x Q x UP Where CPA = Compaction Price Adjustment for the compaction lot ($) CPF = Composite Pay Factor for the compaction lot (maximum is 1.05) Q = Quantity in the compaction lot (tons) UP = Unit price of the HMA in the compaction lot ($/ton) M 41-10 Page 5-47 Hot Mix Asphalt 5-04Table 16 HMA Compaction Acceptance Testing Procedures and Responsibilities When Contract Includes Bid Item “HMA Core – Roadway” or “HMA Core – Bridge”4When Contract Does Not Include Bid Item “HMA Core – Roadway” or “HMA Core – Bridge”4 Basis for Test: Cores Nuclear Density Gauge3Cores3Nuclear Density Gauge3 In-Place Density Determined by:Contractor shall take cores1 using WSDOT SOP 7342 Contracting Agency will determine core density using FOP for AASHTO T 166Contracting Agency, using FOP for AASHTO T 3555Contracting Agency will take cores1 using WSDOT SOP 734 Contracting Agency will determine core density using FOP for AASHTO T 166Contracting Agency, using FOP for AASHTO T 355 Theoretical Maximum Density Determined by:Contracting Agency, using FOP for AASHTO T 209 Rolling Average of Theoretical Maximum Densities Determined by:Contracting Agency, using WSDOT SOP 729 Percent Compaction in Each Sublot Determined by:Contracting Agency, using WSDOT SOP 736Contracting Agency, using FOP for AASHTO T 355Contracting Agency, using WSDOT SOP 736Contracting Agency, using FOP for AASHTO T 355 1The core diameter shall be 4-inches unless otherwise approved by the Engineer. 2The Contractor shall take core samples in the presence of the Engineer, at locations designated by the Engineer, and deliver the core samples to the Contracting Agency. 3The Contracting Agency will determine, in its sole discretion, whether it will take cores or use the nuclear density gauge to determine in-place density. Exclusive reliance on cores for density acceptance is generally intended for small paving projects and is not intended as a replacement for nuclear gauge density testing on typical projects. 4The basis for test of all compaction sublots in a bridge compaction lot shall be cores. These cores shall be taken by the Contractor when the Proposal includes the bid item “HMA Cores – Bridge”. When there is no bid item for “HMA Cores – Bridge”, the Engineer will be responsible for taking HMA cores for all compaction sublots in a bridge compaction lot. In either case, the Engineer will determine core location, in-place density of the core, theoretical maximum density, rolling average of theoretical maximum density, and percent compaction using the procedure called for in this section. 5When Contract includes Bid Item “HMA Core – Roadway” and Basis for Test is Nuclear Density Gauge the Contractor shall take cores using WSDOT SOP 734 in accordance with note 2 for gauge correlation cores and retest cores. Contracting Agency will determine core density. Page 5-48 M 41-10

5-04 Hot Mix Asphalt5-04.3(10)C4 HMA Statistical Compaction – Requests for Retesting

For a compaction sublot that has been tested with a nuclear density gauge that did not meet the minimum of 92.0 percent of the theoretical maximum density in a compaction lot with a CPF below 1.00 and thus subject to a price reduction or rejection, the Contractor may request that a core, taken at the same location as the nuclear density test, be used for determination of the relative density of the compaction sublot. The relative density of the core will replace the relative density determined by the nuclear density gauge for the compaction sublot and will be used for calculation of the CPF and acceptance of HMA compaction lot. When cores are taken at the request of the Contractor, they shall be requested by noon of the next workday after the test results for the compaction sublot have been provided or made available to the Contractor. Traffic control shall be provided by the Contractor as requested by the Engineer. Failure by the Contractor to provide the requested traffic control will result in forfeiture of the request for retesting. When the CPF for the compaction lot based on the results of the cores is less than 1.00, the Contracting Agency will deduct the cost for the coring from monies due or that may become due the Contractor. When the Contracting Agency performs the core sampling, the Contracting Agency will deduct $200 per core from monies due. When the Contractor performs the core sampling, it will be at their expense and no payment will be made under the HMA Core item. In either case, the Contractor shall pay for the cost of the traffic control.

5-04.3(10)D HMA Compaction – Visual Evaluation

Visual Evaluation will be the basis of acceptance for compaction of the Bid items “HMA for Pavement Repair Cl. ___ PG ___” and “HMA for Prelevelling Class___ PG___”. This HMA shall be thoroughly compacted to the satisfaction of the Engineer. HMA that is used to prelevel wheel ruts shall be compacted with a pneumatic tire roller.

5-04.3(10)E HMA Compaction – Test Point Evaluation

When compaction acceptance is by Test Point Evaluation, compact HMA based on a test point evaluation of the compaction train. Perform the test point evaluation in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving.

5-04.3(10)F HMA Compaction Acceptance – Notification of Acceptance Test Results

The obligations and responsibilities for notifying the Contractor of compaction acceptance test results are the same as for mixture acceptance test results. See Section 5-04.3(9)E .

5-04.3(11) Reject Work

This section applies to HMA and all requirements related to HMA (except aggregates prior to being incorporated into HMA). For rejection of aggregate prior to its incorporation into HMA refer to Section 3-04 .

5-04.3(11)A Reject Work – General

Work that is defective or does not conform to Contract requirements shall be rejected. The Contractor may propose, in writing, alternatives to removal and replacement of rejected material. Acceptability of such alternative proposals will be determined at the sole discretion of the Engineer.

5-04.3(11)B Rejection by Contractor

The Contractor may, prior to acceptance sampling and testing, elect to remove defective material and replace it with new material. New material will be sampled, tested, and evaluated for acceptance. M 41-10 Page 5-49 Hot Mix Asphalt 5-045-04.3(11)C Rejection Without Testing (Mixture or Compaction) The Engineer may, without sampling, reject all batches, loads, or sections of Roadway that appears defective. Material rejected before placement shall not be incorporated into the pavement. No payment will be made for the rejected materials or the removal of the materials unless the Contractor requests the rejected material to be tested. If the Contractor requests testing, acceptance will be by Statistical Evaluation, and a minimum of three samples will be obtained and tested. When uncompacted material is required for testing but not available, the Engineer will determine random sample locations on the roadway in accordance with WSDOT Test Method T 716 , take cores in accordance with WSDOT SOP 734 , and test the cores in accordance with WSDOT SOP 737 . If the CPF for the rejected material is less than 0.75, no payment will be made for the rejected material; in addition, the cost of sampling and testing shall be borne by the Contractor. If the CPF is greater than or equal to 0.75, the cost of sampling and testing will be borne by the Contracting Agency. If the material is rejected before placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at a CPF of 0.75. If rejection occurs after placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at the calculated CPF with an addition of 25 percent of the unit Contract price added for the cost of removal and disposal.

5-04.3(11)D Rejection – A Partial Sublot (Mixture or Compaction)

In addition to the random acceptance sampling and testing, the Engineer may also isolate from a mixture or compaction sublot material that is suspected of being defective in relative density, gradation or asphalt binder content. Such isolated material will not include an original sample location. The Contracting Agency will obtain a minimum of three random samples of the suspect material and perform the testing. When uncompacted material is required for testing but is not available, the Engineer will select random sample locations on the roadway in accordance with WSDOT Test Method T 716 , take cores samples in accordance with WSDOT SOP 734 , and test the material in accordance with WSDOT SOP 737 . The material will then be statistically evaluated as an independent lot in accordance with Section 1-06.2(2) .

5-04.3(11)E Rejection – An Entire Sublot (Mixture or Compaction)

An entire mixture or compaction sublot that is suspected of being defective may be rejected. When this occurs, a minimum of two additional random samples from this sublot will be obtained. When uncompacted material is required for the additional samples but the material has been compacted, the Contracting Agency will take and test cores from the roadway as described in Section 5-04.3(11)D . The additional samples and the original sublot will be evaluated as an independent lot in accordance with Section 1-06.2(2) .

5-04.3(11)F Rejection - A Lot in Progress (Mixture or Compaction)

The Contractor shall shut down operations and shall not resume HMA placement until such time as the Engineer is satisfied that material conforming to the Specifications can be produced when:

5-04.3(11)G Rejection – An Entire Lot (Mixture or Compaction)

An entire lot with a CPF of less than 0.75 will be rejected. Page 5-50 M 41-10

5-04 Hot Mix Asphalt5-04.3(12) Joints

5-04.3(12)A HMA Joints

5-04.3(12)A1 Transverse Joints

Conduct operations such that the placement of the top or wearing course is a continuous operation or as close to continuous as possible. Unscheduled transverse joints will be allowed, but the roller may pass over the unprotected end of the freshly laid HMA only when the placement of the course is discontinued for such a length of time that the HMA will cool below compaction temperature. When the Work is resumed, cut back the previously compacted HMA to produce a slightly beveled edge for the full thickness of the course. Construct a temporary wedge of HMA on a 50H:1V where a transverse joint as a result of paving or planing is open to traffic. Separate the HMA in the temporary wedge from the permanent HMA upon which it is placed by strips of heavy wrapping paper or other methods approved by the Engineer. Remove the wrapping paper and trim the joint to a slightly beveled edge for the full thickness of the course prior to resumption of paving. Waste the material that is cut away and place new HMA against the cut. Use rollers or tamping irons to seal the joint.

5-04.3(12)A2 Longitudinal Joints

Offset the longitudinal joint in any one course from the course immediately below by not more than 6 inches nor less than 2 inches. Locate all longitudinal joints constructed in the wearing course at a lane line or an edge line of the Traveled Way. Construct a notched wedge joint along all longitudinal joints in the wearing surface of new HMA unless otherwise approved by the Engineer. The notched wedge joint shall have a vertical edge of not less than the maximum aggregate size nor more than ½ of the compacted lift thickness, and then taper down on a slope not steeper than 4H:1V. Uniformly compact the sloped portion of the HMA notched wedge joint. On one-lane ramps a longitudinal joint may be constructed at the center of the traffic lane, subject to approval by the Engineer, if:

5-04.3(12)B Bridge Paving Joint Seals

Bridge Paving Joint Seals shall be in accordance with Section 5-03 .

5-04.3(13) Surface Smoothness

The completed surface of all courses shall be of uniform texture, smooth, uniform as to crown and grade, and free from defects of all kinds. The completed surface of the wearing course shall not vary more than ⅛ inch from the lower edge of a 10-foot straightedge placed on the surface parallel to the centerline. The transverse slope of the completed surface of the wearing course shall vary not more than ¼ inch in 10 feet from the rate of transverse slope shown in the Plans. M 41-10 Page 5-51 Hot Mix Asphalt 5-04When deviations in excess of the above tolerances are found that result from a high place in the HMA, correct the pavement surface by one of the following methods:

5-04.3(14) Planing Bituminous Pavement

Plane in such a manner that the underlying pavement is not torn, broken, or otherwise damaged by the planing operation. Delamination or raveling of the underlying pavement will not be construed as damage due to the Contractor’s operations. Pavement outside the limits shown in the Plans or designated by the Engineer that is damaged by the Contractor’s operations shall be repaired to the satisfaction of the Engineer at no additional cost to the Contracting Agency. For mainline planing operations, use equipment with automatic controls and with sensors. The controls shall be capable of sensing the grade from an outside reference line, or a mat-referencing device. The automatic controls shall have a transverse slope controller capable of maintaining the mandrel at the desired transverse slope (expressed as a percentage) within plus or minus 0.1 percent. Remove all loose debris from the planed surface before opening the planed surface to traffic. The planings and other debris resulting from the planing operation shall become the property of the Contractor and be disposed of in accordance with Section 2-03.3(7)C , or as otherwise allowed by the Contract.

5-04.3(15) Sealing Pavement Surfaces

Apply a fog seal where shown in the Plans. Construct the fog seal in accordance with Section 5-02.3 . Unless otherwise approved by the Engineer, apply the fog seal prior to opening to traffic.

5-04.3(16) HMA Road Approaches

Construct HMA approaches at the locations shown in the Plans or where staked by the Engineer, in accordance with Section 5-04 . Page 5-52 M 41-10

5-04 Hot Mix Asphalt5-04.4 Measurement

HMA Cl. ___ PG ___, HMA for ___ Cl. ___ PG ___, and Commercial HMA will be measured by the ton in accordance with Section 1-09.2 , with no deduction being made for the weight of asphalt binder, mineral filler, or other components of the HMA. If the Contractor elects to remove and replace HMA as allowed by Section 5-04.3(11) , the material removed will not be measured. Roadway cores will be measured per each for the number of cores taken, except as specified in Section 5-04.3(10)C4. Soil residual herbicide will be measured by the mile for the stated width to the nearest 0.01 mile or by the square yard, whichever is designated in the Proposal. Pavement repair excavation will be measured by the square yard of surface marked prior to excavation. Asphalt for fog seal will be measured by the ton, as provided in Section 5-02.4 . Planing bituminous pavement will be measured by the square yard. Temporary pavement marking will be measured by the linear foot as provided in Section 8-23.4 . Water will be measured by the M gallon as provided in Section 2-07.4 .

5-04.5 Payment

Payment will be made for each of the following Bid items that are included in the Proposal: “HMA Cl. ___ PG ___”, per ton. “HMA for Approach Cl. ___ PG ___”, per ton. “HMA for Preleveling Cl. ___ PG ___”, per ton. “HMA for Pavement Repair Cl. ___ PG ___”, per ton. “Commercial HMA”, per ton. The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl. ___ PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl. ___ PG ___”, and “Commercial HMA” shall be full compensation for all costs, including anti- stripping additive, incurred to carry out the requirements of Section 5-04 except for those costs included in other items which are included in this Subsection and which are included in the Proposal. “Soil Residual Herbicide ____ ft. Wide”, per mile, or “Soil Residual Herbicide”, per square yard. The unit Contract price per mile or per square yard for “Soil Residual Herbicide” shall be full payment for all costs incurred to obtain, provide and install herbicide in accordance with Section 5-04.3(4)B . “Pavement Repair Excavation Incl. Haul”, per square yard. The unit Contract price per square yard for “Pavement Repair Excavation Incl. Haul” shall be full payment for all costs incurred to perform the Work described in Section

5-04.3(4)C with the exception, however, that all costs involved in the placement of

HMA shall be included in the unit Contract price per ton for “HMA for Pavement Repair Cl. ___ PG ___”, per ton. “Asphalt for Fog Seal”, per ton as provided for in Section 5-02.5 . “Planing Bituminous Pavement”, per square yard. M 41-10 Page 5-53 Hot Mix Asphalt 5-04The unit Contract price per square yard for “Planing Bituminous Pavement” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(14) . “Temporary Pavement Marking”, per linear foot as provided for in Section 8-23.5 . “Water”, per M gallon as provided for in Section 2-07.5 . “Job Mix Compliance Price Adjustment”, by calculation. “Job Mix Compliance Price Adjustment” will be calculated and paid for as described in “Compaction Price Adjustment”, by calculation. “Compaction Price Adjustment” will be calculated and paid for as described in “HMA Core – Bridge”, per each. The unit Contract price per each for “HMA Core – Bridge” shall be full payment for all costs, including traffic control, associated with taking HMA density cores in pavement that is on a bridge deck. “HMA Core – Roadway”, per each. The unit Contract price per each for “HMA Core – Roadway” shall be full payment for all costs, including traffic control, associated with taking HMA density cores in pavement that is not on a bridge deck. “Cyclic Density Price Adjustment”, by calculation. “Cyclic Density Price Adjustment” will be calculated and paid for as described in