MassDOT Standard Specifications for Highways and Bridges Section 460 HOT MIX ASPHALT PAVEMENT FOR LOCAL STREETS — Full Text

SECTION 460: HOT MIX ASPHALT PAVEMENT FOR LOCAL STREETS DESCRIPTION 460. 10: General This Subsection shall not be used on MassDOT projects. This work shall consist of producing and placing HMA pavement on local streets and parking lots . The HMA pavement shall be constructed as shown on the plans and as directed on the prepared or existing base in accordance with these specifications and in close conformity with the lines, grades, compacted thickness and typical cross section as shown on the plans. Each HMA pavement course placed shall be comprised of one of the mixture types listed in Table 460.10- 1. Table 460.10- 1: HMA Pavement Courses & Mixture Types Pavement Course Mixture Type Mixture Designation Surface Course SUPERPAVE Surface Course – 9.5 SUPERPAVE Surface Course – 9.5 – Polymer SUPERPAVE Surface Course – 12.5 SUPERPAVE Surface Course – 12.5 – Polymer SSC – 9.5 SSC – 9.5 – P SSC – 12.5 SSC – 12.5 – P Intermediate Course SUPERPAVE Intermediate Course – 12.5 SUPERPAVE Intermediate Course – 19.0 SIC – 12.5 SIC – 190 Base Course SUPERPAVE Base Course – 37.5 SBC – 37.5 Leveling Course SUPERPAVE Leveling Course – 4.75 SUPERPAVE Leveling Course – 9.5 SUPERPAVE Leveling Course – 12.5 SLC – 4.75 SLC – 9.5 SLC 12.5 460.20: Quality Assurance

A.Quality Assurance Responsibilities. This is a basic Quality Assurance Specification wherein the Contractor is responsible for controlling the quality of materials and workmanship and the Department is responsible for accepting the completed work based on the measured quality. Quality Assurance is simply defined as “making sure the Quality of a product is what it should be.” The two primary elements of Quality Assurance include Contractor Quality Control (QC), Department Acceptance, and Qualified Personnel. Although Quality Assurance utilizes test results to control production and determine acceptance of the HMA, inspection re mains as an important element in controlling the process and accepting the product. The Contractor is responsible for providing an appropriate Quality Control system to ensure that all materials and workmanship meet the required quality levels for each specified Quality Characteristic. The Contractor will perform all required Quality Cont rol inspection, sampling, and testing in accordance with these specifications and the Contractor’s Quality Control Plan. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.181 202 4 Edition The Department will monitor the adequacy of the Contractor’s QC activities and will perform Acceptance inspection, sampling, and testing. The Department’s Acceptance information, and when found acceptable, the Contractor’s QC information will be utilized in the Acceptance determination for each Lot of material produced and placed.

B.Hot Mix Asphalt Lots & Sublots . The quality of t he HMA pavement of the same mixture type produced and placed will be inspected, tested, and evaluated on the basis of Lots and Sublots. A Lot is defined as “an isolated quantity of material from a single source which is assumed to be produced or placed by the same controlled process .” Lot sizes for Quality Characteristics subject to the Engineer’s Acceptance are as shown in Table

460.20 1.

Changes in the target values, material sources, or JMF for an HMA mixture type will constitute a change in Lot, requiring the establishment of a new Lot. All Lots will be properly identified for accurate evaluation and reporting of HMA quality. Table 460.20- 1: HMA Lot Sizes Quality Characteristic Lot Size & Unit of Measure PG Asphalt Binder Content Total quantity of an HMA mixture type with the same JMF for same individual pavement course, produced by a single plant, using the same source of materials and placed at a uniform plan thickness within the same construction season . Volumetrics – Air Voids In-place Density Thickness

C.HMA Quality Assurance Requirements. These Specifications establish two categories under which Hot Mix Asphalt Lots will be produced, placed, evaluated and accepted. Table 460.20 -2 defines each of the Lot categories and outlines the required Quality Assurance activities of the Contractor and the Department . The division of the Lot categories is based on the total estimated contract quantity of each individual HMA mixture type per each project location. For contracts containing multiple Hot Mix Asphalt items, it is possible to have work performed under more than one HMA Lot category.

1.Determination of Lot Size and Lot Category. When the total contract quantity of an HMA mixture type is < 4,800 tons, it shall be classified as a Minor Lot (Category E Lot). When the total contract quantity of an HMA mixture type is ≥ 4,800 tons, it shall be classified as a Small Lot (Category D Lot). If a Lot extends into the subsequent year, the Lot will be ended, and a new Lot will be established for the next year. The Lot category for the subsequent year shall be categorized based on the remaining tonnage to be placed as designated above. Category D Lots shall not be divided to produce multiple smaller category Lots without the prior approval of the Engineer. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.182 202 4 Edition (2) Determination of Sublot Size. Each HMA Lot will be divided into Sublots. The size of each HMA Sublot shall be as listed in 460.65 - 1 and Table 460.74 -1. If the quantity of HMA at the end of a Lot is equal to or greater than one half of a full Sublot, then such quantity shall be identified and evaluated as a separate Sublot. If the HMA quantity at the end of a Lot is less than one half of a full Sublot, then such quantity shall be combined with the previous full Sublot quantity and sh all be identified and evaluated as the final Sublot. Table 460.20-2 : HMA Lot Categories & Quality Requirements Quality Assurance Requirements Category D (Small Lot) Category E (Minor Lot) Total Quantity for individual Lot of HMA ≥ 4,800 tons < 4,800 tons QC Plan Required: YES (See Notes 1 and 2) Contractor QC Inspection Required: YES ( 460.64: Quality Control Inspection ) YES ( 460.64: Quality Control Inspection ) Contractor QC Testing Required: YES ( 460.65: Quality Control Sampling and Testing Requirements ) YES ( 460.65: Quality Control Sampling and Testing Requirements ) Department Acceptance Inspection Performed 50% of Sublots ( 460.73: Acceptance Inspection ) 50% of Sublots ( 460.73: Acceptance Inspection ) Department Acceptance Testing Performed: 50% of Sublots ( 460.74: Acceptance Sampling and Testing ) 50% of Sublots ( 460.74: Acceptance Sampling and Testing ) Note 1: If all HMA Lots fall under Category E then a QC Plan is not required. However, if any Lots on the project fall under Category D then any Category E Lots must be addressed in the QC Plan. Note 2: If a QC Plan is not required, it is still the responsibility of the Contractor to provide to the Engineer any information that is designated as “Per QC Plan” as found in this specification. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.183 202 4 Edition MATERIALS 460. 30: General Materials shall meet the requirements in the following Subsection of Division III, Materials and as otherwise specified herein : Performance Graded Asphalt Binder .................................................................................. M3.01.0 Warm Mix Asphalt ....................................................................................................................... M3.01.4 Asphalt Anti -Stripping Additive ............................................................................................ M3.01.5 Asphalt Release Agents ............................................................................................................. M3.01.6 Asphalt Emulsion for Tack Coat ............................................................................................. M3.03.0 Hot Applied Pavement Joint Adhesive ................................................................................ M3.05. 4 Hot Mix Asphalt ............................................................................................................................ M3.06.0 Hot Mix Asphalt Production Facility .................................................................................... M3.12.0 Hot Mix Asphalt Materials Testing Laboratory and Equipment .............................. M3.13.0 Table 460.30- 1: SUPERPAVE Traffic Level Requirements Traffic Level Design ADT (vpd) (See Note 1) Number of Gyrations by Superpave Gyratory Compactor (N design ) < 5,000 50 ≥ 5,000 but < 25,000 (See Note 2) 75 Note 1: For routes that have heavy truck traffic greater than 5%, a polymer modified surface course should be considered. Note 2: For routes that have an ADT greater than 25,000 vehicles per day or contain greater than 5% truck traffic, consult MassDOT Pavement Section. 460.31: Hot Mix Asphalt Design HMA mixtures shall be composed of the following: Mineral aggregate, mineral filler (if required), PGAB, and as permitted, recycled materials. The Contractor shall be responsible for development of an HMA LTMF for each HMA mixture type specified for the contract in accordance with the requirements of 460.30: General. The Contractor shall develop and submit a n LTMF for each HMA mixture type, which is to be proposed as a JMF, a minimum of 60 days prior to the start of HMA production in accordance with the requirements of M3.06.4: Hot Mix Asphalt Mixture Design, M3.06.5: Verification of Laboratory Trial Mix Formula , and MassDOT’s Asphalt Mix Design approval process. The Contractor shall not proceed to HMA production until the LTMF is verified by the Department . CONSTRUCTION METHODS 460. 40: General Prior to the start of any work activity addressed in 460.43: Preparation of Underlying Surface through 460.51: Opening to Traffic , a Construction Quality Meeting shall be held to review the Contractor’s QC System. The Contractor shall present and discuss with the Engineer in sufficient detail the specific QC information and activities. The meeting is intended to ensure that the Contractor has an adequate QC System in place and that the Contractor’s personnel are fully Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.184 202 4 Edition knowledgeable of the roles and activities for which they are responsible to achieve the specified level of quality. Contractor personnel required to attend the Construction Quality Meeting include the Construction Quality Control Manager (QC Manager) and a ll Superintendents. 460. 41: Control of Grade and Cross -Section The Contractor will provide a longitudinal and transverse reference system for the purpose of locating and documenting sampling and testing locations and related uses., i.e. , limits of paving. It is the Contractor’s responsibility to clearly d efine this reference system. Work related to this reference system is incidental and will be included as part of the Contractor’s QC System . The Contractor shall furnish, set, and maintain all line and grade stakes necessary to guide the automated grade control equipment. Where required these control stakes shall be maintained by the Contractor and used throughout the operations, from the gradi ng of the subbase material up to and including the final course of the pavement. Under normal conditions, where more than one course of HMA is to be constructed, the use of the string line for grade control may be eliminated or discontinued after the construction of the initial course of HMA. For resurfacing projects, the use of the string line for grade control may be eliminated. The use of approved automation may then be substituted for the string line where lines and grades are found to be satisfactory by the Engineer. 460. 42: Weather Limitations HMA shall only be placed on dry, unfrozen surfaces and only when the temperature requirements contained in Table 4 60.42-1 below are met. If the temperature requirements contained in Table

460.42 1 are not met at any point throughout the paving shift, HMA placement shall cease, except

as determined and directed in writing by the Engineer depending upon the necessity and emergency of attendant conditions and weather conditions. The Contractor may continue HMA placement when overtaken by sudden rain, but only with material which is in transit from the HMA production facility at the time, and then only when the temperature of the HMA mixture is within the temperature limits specified and when the existing surface on the roadway is free of standing moisture. The Engineer is not obligated to accept any material that was not already in transit prior to the onset of rain and the Contractor shall suspend operations for the day when the r equirements of Subsection 460: Hot Mix Asphalt Pavement for Local Streets cannot be met. The construction of HMA pavement shall terminate November 15 and shall not be resumed prior to April 1, except as determined and directed in writing by the Engineer depending upon the necessity and emergency of attendant conditions, weather conditions, and location of the project. Only in extreme cases will the placement of Surface Courses be permitted between November 15 and April 1. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.185 202 4 Edition Table 460.42- 1: Temperature Limitations for HMA Placement HMA Pavement Course Lift Thickness (in.) Minimum Air Temperature (°F) Minimum Surface Temperature (°F) Surface Course <1 ¾ 45 50 Surface Course ≥1 ¾ 35 (see Note 1 ) 40 Intermediate Course All 35 (see Note 1 ) 40 Base Course All 35 (see Note 1 ) 40 Leveling Course As Specified 45 50 Note 1: When the air temperature falls below 50°F, extra precautions shall be taken in drying the aggregates, controlling the temperatures of the materials, and in placing and compacting the mixtures. The Contractor shall supply the Engineer with 2 approved dial type thermometers with a temperature range of - 50℉ to 500 ℉ and 2 infrared pistol thermometer for each paving machine in operation on the project. The thermometers will remain the property of the Contractor upon completion of the project. The infrared pistol thermometers shall read in Fahrenheit and conform to the following requirements: • Portable and battery operated • LCD Display to nearest 1°F • Temperature operating range of 0°F to 750°F • Accuracy of ± 2% • Repeatability of ± 5°F • Emissivity preset at 0.95 460. 43: Preparation of Underlying Surface HMA mixtures shall be placed only upon properly prepared surfaces that are clean from foreign materials. The underlying surface shall be prepared in accordance with the requirements below, prior to the placement of HMA pavement courses.

A.Subbase or Reclaimed Base . Prior to the placement of HMA Base Course mixtures, the Contractor shall inspect the prepared subbase or reclaimed base material to ensure that it is in conformance with the required grade, cross -section, and in -place density. Subbase or reclaimed base material that is not in accordance with the plans or specifications shall be reworked or replaced to meet the applicable requirements of Subsection 401: Gravel Sub -Base, Subsection 402: Dense Graded Crushed Stone for Sub -Base , or Subsection 403: Reclaimed Pavement for Base Course and/or Sub -Base before the start of HMA placement. The compacted subbase or reclaimed base shall not be frozen or have standing water when placing HMA.

B.Milling Existing HMA Pavement . When specified on the plans, existing HMA pavement courses shall be milled and removed from the project by the Contractor in accordance with Subsection 415: Pavement Milling . Adjustments to milling depth shall be approved by the Engineer and shall be used for consideration of the HMA pavement thickness measurements. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.186 202 4 Edition Each vertical face of the milled pavement that will be abutted by new pavement shall be thoroughly coated with a hot applied pavement joint adhesive meeting the requirements of 460.30: General immediately prior to placing new HMA mixture adjacent to the vertical face.

C.Patching Existing Pavement Courses. Areas of existing HMA pavement courses that are significantly distressed or unsound shall be removed and replaced with patches using new HMA. The location and limits of patching will be as identified in the plans or as directed by the Engineer. Each existing pavement course determined to be unsound shall be removed to the full depth of the pavement course within a rectangular area. For each patch location equal to or greater than 50 ft ² (and having a minimum dimension of 4 ft) where the existing pavement courses are removed down to subbase, the subbase shall be compacted by mechanical means to not less than 95% of the maximum dry density of the subbase material as determined by AASHTO T 99 Method C at optimum moisture content. Each edge of the patch area shall be sawcut or otherwise neatly cut by mechanical means to provide a clean and sound vertical face. The vertical face of each edge shall be thoroughly coated with a hot applied pavement joint adhesive meeting the requirements of 460.30: General immediately prior to placing the HMA patching mixture. Delaminated areas of existing pavement courses resulting from pavement milling shall be cut back neatly by mechanical means to the limits of any unsound material. After removing all unsound material, the underlying pavement surface within the patch limits shall receive a thorough tack coat at a rate of application in accordance with 460.43: Preparation of Underlying Surface, Part G(2) prior to placing the HMA patching mixture. HMA patching mixture shall be the same mixture type as the existing pavement course being patched or as specified on the plans or as directed by the Engineer. The lift thickness of the patching mixture shall not exceed 4 times the nominal maximum aggregate size of the mixture. The patching mixture will be placed by hand or by mechanical means and shall match the thickness, grade, and cross -slope of the surrounding pavement. The HMA patching mixture shall be compacted usin g a steel wheel roller. For patch areas not large enough to permit use of a roller, compaction shall be accomplished using a mechanical tamper capable of achieving the required in -place density. The in - place density of the HMA patching mixture shall be not less than 90% of the maximum theoretical density of the mixture as determined by AASHTO T 209 (Method A). When the Contractor and Engineer elect to test the in -place density of a patched area using a calibrated density gauge, the test data for the patched area shall be recorded on NETTCP TR Fs.

D.Leveling Courses. HMA Leveling Courses shall only be used when specified in the Contract. The HMA mixture used for a Leveling Course shall be as specified in the Contract and shall conform to the relevant materials requirements of Subsection 460: Hot Mix Asphalt Pavement for Local Streets .

E.Preparation of Curbs, Edging, and Utilities . All curbs or edging shall be installed or reset to the line and grade established on the plans. The surface elevation of all catch basin frames and grates, manholes, utility valve boxes, or other utility structures located in the pavement shall uniformly m atch the grade and cross -slope of the final pavement riding surface. Adjustment of all curbs, edging, and utilities shall be completed prior to Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.187 202 4 Edition the placement of the HMA Surface Course. Hand placement of HMA along curbs and edging or around utilities after placement and compaction of the Surface Course shall not be permitted.

F.Sweeping Underlying Surface. The Contractor shall provide a mechanical sweeper equipped with a water tank, spray assembly to control dust, a pick -up broom, a dual gutter broom, and a dirt hopper. The sweeper shall be capable of removing millings and loose debris from the underlying surface. Prior to opening a milled area to traffic, all milled pavement surfaces shall be thoroughly swept in accordance with the applicable milling specification required by the contract to remove all remaining millings and dust. All pavement surfaces shall be swe pt clean, free of dust, fines, and slurry immediately prior to application of the tack coat. Any new HMA pavement course that has been open to traffic, or that was placed 30 days prior to placement of the subsequent pavement course, shall also be swept immediately prior to application of the tack coat.

G.Asphalt Emulsion for Tack Coat . A tack coat of asphalt emulsion, meeting the requirements of 460.30: General shall be uniformly applied to existing or new pavement surfaces prior to placing pavement courses as specified below. The existing surface shall be swept clean of all foreign matter and loose material using a mechanical sweeper and shall be dry before the tack coat is applied. In addition to the requirements below, all vertical surfaces of curbs, edging, utilities, and drainage structures that will be abutted by new pavement shall receive a thorough tack coat application immediately prior to placing each HMA pavement course.

1.Tack Distributor System. A pressure distributor shall be used to apply the tack coat. The tack distributor system shall be equipped with the following to control and monitor the application:

a.System for heating the asphalt emulsion uniformly to specified temperature.

b.Thermometer for measuring the asphalt emulsion temperature.

c.Adjustable full circulation spray bar.

d.Positive controls including tachometer, pressure gauge, and volume measuring device. At least once every 12 months the application rate of the tack distributor system shall be calibrated by the Contractor using the appropriate spray bar nozzle size(s). The calibration shall be in the transverse and longitudinal directions following ASTM D2 995. The calibration shall address the spray bar height, nozzle angle, spray bar pressure, thermometers, and strapping stick. Documentation of the annual calibration shall be kept with the tack distributor system and shall be provided to the Engineer when requested. The use of tack wagons/trailers shall only be allowed for patching or when approved by the Engineer. Regardless of application method the tack application rates shall meet the requirements below.

2.Tack Application Requirements. The tack coat material shall be applied by a pressure distributor. All nozzles on the distributor shall be open and functioning. All nozzles shall be turned at the same angle to the spray bar. The nozzles Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.188 202 4 Edition shall be offset at an angle from the spray bar to prevent the fan from one nozzle from interfering with the fan from another. Proper nozzle angle shall be as determined by the Manufacturer of the distributor spray bar. The spray bar shall be adjusted so th at it is at the proper height above the pavement surface to provide a triple overlap spray for a uniform coverage of the pavement surface. A triple lap application requires that the nozzle spray patterns overlap one another such that every portion of the p avement receives spray from exactly three nozzles. Tack coat application rates for specific surface conditions shall be in accordance with the following:

a.On a new HMA surface, not opened to traffic, the emulsion application rate shall equal 0.06 to 0.08 gal/yd ².

b.On an existing tight smooth pavement, the emulsion application rate shall equal 0.06 to 0.08 gal/yd ².

c.On a milled surface the emulsion application rate shall equal 0.07 to 0.09 gal/yd ².

d.On cement concrete base course, the emulsion application rate shall be equal to spray application for adjacent surface.

e.On new HMA patches the emulsion application rate shall equal 0.06 to 0.09 gal/yd ². Tack coat shall be applied to cover a minimum of 95% of the pavement surface.

3.Tack Inspection. The asphalt emulsion temperature and application rate shall be periodically measured by the Contractor. If the temperature or application rate is determined to not be in conformance with the specification requirements above, the Contractor shall make appropriate adjustments to the tack application operations. 460.44: Zero Tolerance for Use of Petroleum Products as Release Agents There is zero tolerance for the use of petroleum products (e.g. diesel, kerosene, etc.) as a release or cleaning agent in the manufacture, loading, transporting, and placement of HMA materials. The Contractor shall ensure conformance with this requirement. Equipment to be used for transferring, hauling, or placing HMA materials shall be inspected by QC personnel per the approved QC Plan and will ensure that no petroleum products are used. Contaminated equipment shall not be used most especially haul units . Haul units and truck companies with repeated violations will not be used to haul HMA materials . Any violations of this policy shall be reported to the Engineer and subject to the following actions:

A.Haul Unit Violations During Loading at the Plant and Transportation to the Project. Haul units identified by the Contractor to have contaminated beds during initial inspection prior to loading will not be used during that day’s placement operations. If a haul unit is found to be contaminated with an unapproved release agent after it has been loaded, the HMA shall be rejected by the Engineer.

B.Field Equipment Violations. All equipment used for the placement and compaction of HMA shall not be treated with an unapproved release agent. This includes the paver, material transfer vehicle, rollers, plate compactors, and tools. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.189 202 4 Edition Any use of an unapproved release agent will result in the termination of placement operations and the removal of contaminated materials. 460.45: Hot Mix Asphalt Production HMA production shall conform to the requirements of 460.30: General. 460.46: Hot Mix Asphalt Transportation and Delivery

A.Haul Unit Equipment. The trucks used to transport HMA to the field placement site shall have tight, clean, smooth metal beds. When necessary to maintain the required HMA temperature, trucks shall be equipped with insulated beds. The truck beds shall be evenly and lightly coated with an approved release agent found on the QCML to prevent HMA mixture adherence. Truck beds shall be kept free of kerosene, gasoline, fuel oil, solvents, or other materials that could adversely affect the HMA mixture in accordance with 460.44: Zero Tolerance for Use of Petroleum Products as Release Agents . Excess lubricant shall not be allowed to accumulate in low spots in the body. The Contractor shall employ sufficient procedures and QC inspection to ensure that all truck beds are free of contaminants, residual HMA, or excess release agent.

B.HMA Protection During Transport. The HMA shall be transported from the plant to the field placement site in trucks previously cleaned of all foreign materials. During transportation of the HMA from the plant to the placement equipment at the site, each load shall be fully covered at all t imes, without exception, with canvas or other suitable material of sufficient size and thickness, which is tightly secured to furnish complete protection. Mesh tarps will not be allowed. The HMA shall not be transported such a distance that temperature seg regation of the mixture takes place or that excessive crusting is formed on the surface, bottom or sides of the HMA.

C.Coordination and Inspection of HMA Delivery The dispatching of trucks from the plant shall be continuously coordinated to ensure that all of the HMA mixture planned to be delivered to the field placement site may be placed and compacted before the end of the scheduled workday. During paving operations, the Contractor shall provide for ongoing two- way radio or cellular phone communication between the field placement site and the HMA plant. The target temperature and allowable range of the HMA when delivered at the field placement site will be established in the Contractor’s QC Plan. The Contractor shall measure the temperature of the HMA, either from the trucks prior to discharge or from the paver hopper, using an infrared pistol type thermometer at the minimum frequency indicated in the approved QC Plan. The Contractor shall also visually inspect the delivered HMA for crusting or material (physical) segregation. The Contractor shall reject a ny loads of HMA with material which is crusted, segregated, or which is not within the delivery temperature range established in the Contractor’s QC Plan. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.190 202 4 Edition 460.47: Hot Mix Asphalt Placement

A.Material Transfer Vehicles. When specified in the contract, and where the speed limit is 40 mph or greater, an MTV will be required. The MTV shall be used to place all intermediate and surface pavement courses.

1.MTV Equipment Rentals. The MTV shall be self -propelled and capable of remixing and transferring the HMA mixture to the paver so that the HMA mat behind the paver has a uniform homogeneous temperature and appearance. The MTV shall be equipped with the following:

a.A truck unloading system, capable of maintaining the planned paving production rate, which shall receive HMA from the trucks and independently deliver the mixture from the trucks to the paver.

b.A paver hopper insert with a minimum capacity of 14 tons shall be installed in the hopper of conventional paving equipment. The paver hopper insert shall be marked to identify the point at which the insert is 50% full.

c.An internal storage bin with a minimum capacity of 25 tons of mixture and a remixing system in the bottom of the storage bin to continuously blend the mixture as it discharges to a conveyor system; or a dual pugmill system located in the paver hopper inser t with two full length longitudinally mounted counter -rotating screw augers to continuously blend and feed the mixture through the paver to the screed.

2.MTV Operations. The Contractor shall ensure that the MTV is loaded continuously to keep the paver moving. The volume of HMA in the paver hopper insert shall remain above the 25% capacity mark during all paving operations. In the event the MTV malfunctions during HMA placement operations, the Contractor shall continue placement of material until such time there is sufficient HMA placed to maintain traffic in a safe manner. The Contractor may continue placement of HMA until any additional mixture in transit has been placed. Paving Operations may resume only after the MTV has been repaired and is fully operational.

3.Bridge Loading Restrictions. The MTV shall be subject to all bridge load restrictions. The Contractor shall verify the sufficiency of the current bridge ratings with the Engineer. In the event that the MTV exceeds the maximum allowable bridge load, the MTV shall be empty when crossing the bridge and shall be moved across without any other Contractor vehicles or equipment being on the bridge. The MTV shall be moved across the bridge in a travel lane and shall not be moved across the bridge on the shoulder. The MTV shall be moved at a speed no greater than 5 mph without any acceleration or deceleration.

B.Pavers. Each HMA pavement course shall be placed with one or more pavers at the specified grade, cross - slope, and lift thicknesses. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.191 202 4 Edition (1) Paver Equipment Requirements. Each paver shall be a self -contained, power propelled unit and shall produce a finished surface of smooth and uniform texture without segregating, tearing, shoving or gouging the HMA. The pavers shall be equipped with the following:

a.A receiving hopper having sufficient capacity to ensure a uniform and continuous placement operation.

b.Automatic feed controls, which are properly adjusted to maintain a uniform depth of material ahead of the screed.

c.Automatic screed controls with sensors capable of sensing the transverse slope of the screed and providing the automatic signals that operate the screed to maintain grade and transverse slope.

d.An adjustable vibratory screed with full -width screw augers and heated for the full width of the screed.

e.Capable of spreading and finishing HMA pavement courses in widths at least 12 in. more than the width of one travel lane.

f.Capable of being operated at forward speeds to satisfactorily place the HMA.

2.Paver Operations. The Contractor shall ensure that the paver is loaded continuously to keep the placement operation moving. The volume of HMA in the paver receiving hopper shall remain above the paver tunnel during all paving operations. Proper practices shall be utilized to ensure that HMA is not dumped or spilled onto the prepared underlying surface in front of the paver by trucks unloading into the receiving hopper. Any material that falls in front of the paver shall be removed before the paver passes over it. The screed vibrator shall be operated at all times. When the use of an MTV is required the paving operations shall be coordinated in such a manner as to allow the paver to operate at a consistent speed without stopping.

C.Mobile Lighting for Milling and Paving Equipment . Whenever milling or paving operations are being conducted between the hours of sunset and sunrise, the Contractor shall provide mobile lighting system(s) attached to each piece of mobile milling and paving equipment, including milling machines, mechanical sweepers, material transfer devices, paver machines, and rollers, but shall not include trucks used to transport materials and/or personnel to the work zone or other vehicles that are continually moving in and out of the work zone. Mobile lighting systems attached to milling and paving equipment shall be in addition to work zone lighting requirements specified in Subsection 850: Traffic Controls for Construction and Maintenance Operations . Lighting attached to each machine shall be capable of providing a minimum of 1 fc measured 60 ft in front of and behind the equipment. Lighting measurements shall be per Subsection 850: Traffic Controls for Construction and Maintenance Operations . Light fixtures shall be balloon -style or otherwise diffused to minimize glare. Flood lights without diffusers shall not be permitted. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.192 202 4 Edition No part of the mobile lighting system shall exceed a height 13 ft above the pavement except in areas with constrained vertical clearances where the height may further be limited by the Engineer. Existing street or highway lighting shall not eliminate the requirement for the Contractor to provide lighting.

D.HMA Placement Inspection. The HMA shall be free of identifiable material (physical) segregation or temperature related segregation. The HMA placed shall be a homogeneous mixture that is of uniform temperature. The Contractor shall inspect the mixture in the paver receiving hopper f or material (physical) segregation. The Contractor will also inspect the uncompacted HMA mat behind the paver for longitudinal streaks, end -of-load segregation, or other irregularities. The Contractor shall also measure the temperature differential in the uncompacted mat behind the paver. The transverse line for mat temperature measurement shall be established at a distance within 10 ft behind the paver screed. Temperature measurements shall be obtained by the Contractor using an infrared pistol thermometer at 2 -ft intervals along the transverse line across the width of the mat. The difference between the highest and lowest temperature measurement shall not exceed 20 ℉. If the maximum mat temperature differential is exceeded, or if material segregation or irregularities in the HMA mat behind the paver are noted, the Contractor shall review the production, transportation, and placement operations and take corrective action. The Contractor shall make every effort to prevent or correct any irregularities in the HMA, such as changing pavers or using different and additional equipment. The Contractor’s QC Plan shall fully outline procedures for inspecting the HMA mat during pla cement, identifying and troubleshooting material segregation or temperature related segregation, and implementing corrective action. 460.48: Hot Mix Asphalt Compaction

A.Compaction Equipment Requirements. The Contractor shall employ compaction equipment as outlined in the approved lQC Plan. Equipment used for compaction of HMA Base Courses, Intermediate Courses and Surface Courses may include steel wheeled rollers, vibratory rollers, oscillation rollers, or pneumatic -tired (rubber tired) rollers as determined appropriate by the Contractor for the particular mixture type being placed. The number and type of rollers used for breakdown, intermediate, and finish rolling shall be sufficient to achieve the target in -place density and specified course thickness.

B.Compaction Operations. The rollers shall not crush the aggregate in the HMA mixture and shall be capable of reversing without shoving or tearing the mixture. Rollers shall not be permitted to stop on the mat except to reverse direction. Rollers may also stop on the mat to refill water when the project conditions and safety do not allow for removing the roller from the pavement mat. In these instances, the Contractor shall ensure that the pavement is sufficiently cool to prevent the roller from leaving mat deficiencies. The Contra ctor shall outline in the QC Plan the proposed roller configuration for each HMA pavement course to be placed. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.193 202 4 Edition C. Inspection and Testing of Compacted HMA. The compacted HMA pavement course shall be free of mat deficiencies listed below and shall meet the requirements for in -place density, and thickness as specified in 460.65: Quality Control Sampling and Testing Requirements, Part F. The Contractor shall inspect each Sublot of HMA throughout the compaction operation and shall further inspect the in -place HMA after Sublot completion and identify any areas of visible material (physical) segregation. The Contractor shall reject any in- place Sublot of HMA whic h is determined to be segregated. The Contractor will also test each Sublot for in -place density, and thickness as specified in 460.65: Quality Control Sampling and Testing Requirements, Part F. Mat deficiencies include, but are not limited to:

a.Material (physical) segregation.

b.Wavy surface.

c.Tearing of the mat.

d.Non -uniform mat texture.

e.Screed marks.

f.Poor subbase compaction.

g.Poor mix compaction.

h.Poor joints.

i.Transverse (check) cracking.

j.Mat shoving under roller.

k.Bleeding or fat spots in the mat.

l.Roller marks. 460.49: Hot Mix Asphalt Joints The Contractor shall plan the sequence of HMA placement to minimize transverse and longitudinal joints in each pavement course. Paving operations should employ long pulls or tandem pavers, whenever practicable, to reduce the number and length of joints. Fi nished joint surfaces, including joints in the roadway and bridge joints, shall be uniform and true to the required grade and cross - slope without deviations exceeding ¼ in., both transversely and parallel to the joint, when measured with a 10 -ft standard s traightedge.

A.Transverse Joints. Where the start or end of a new HMA pavement course meets existing HMA pavement, the existing pavement shall be sawcut to form a transverse butt joint for the full depth of all new pavement courses. The sawcut shall follow a straight line and provide a cle an and sound vertical face. Material at any intermediate transverse joint resulting from suspension of placement of a new HMA pavement course shall also be sawcut and removed to provide a clean vertical face before continuing placement of the pavement cou rse. When traffic is to be carried over any transverse joint before completion of an HMA pavement course, the Contractor shall provide a temporary tapered joint with a maximum 12:1 slope. The HMA mixture forming the taper shall be placed on heavy wrapping paper or other suitable material to serve as a bond breaker. The temporary tapered joint shall be sawcut to reveal the full depth of the pavement course and form a transverse butt joint with a clean vertical face. The temporary tapered joint material shall be c ompletely removed before resuming placement of the HMA pavement course. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.194 202 4 Edition Prior to the start of HMA placement at each transverse joint, the vertical joint face shall be thoroughly coated with a hot applied pavement joint adhesive meeting the requirements of 460.30: General. The asphalt sealer temperature and application rate for each pavement course shall follow the Manufacturer’s recommendation and, when applicable, be established in the Contractor’s QC Plan. No reheating of the joint face shall be permitted. Equipment used to apply the hot applied pavement joint adhesive shall be capable of maintaining the sealer at the established temperature and application rate sufficient to uniformly coat the vertical joint face without runoff or accumulation of the asphalt sealer.

B.Longitudinal Joints. All longitudinal joints in HMA Surface Courses shall be located on the roadway centerline or on a lane line or edge line of the traveled way. The longitudinal joints in each pavement course below the Surface Course shall be successively offset from the joi nt in the Surface Course by no more than 12 in . and no less than 6 in. Joints shall be straight and parallel to the lane line of the roadway.

1.Vertical Joints. When an HMA pavement course is placed using single paver pulls, the Contractor shall employ suitable equipment to confine the longitudinal edge of the HMA mixture to establish an edge that is near vertical. For all HMA Surface Course mixtures placed, when the Contractor’s placement operations do not provide a confined and near vertical edge, the longitudinal edge of the Surface Course shall be sawcut full depth and removed to provide a clean vertical face before placement of the adjacent course of HMA. All longitudinal joint edges of HMA Surface Courses, regardless of whether the joint edge is required to be sawcut, shall be treated prior to placing the adjacent pull of HMA. The vertical joint shall be coated with a hot applied pavement joint adhesive meeting the requirements of 460.30: General. The asphalt sealer shall be applied at a sufficient temperature and application rate for each pavement course sufficient to uniformly coat the vertical joint face without runoff or accumulation of the sealer. The asphalt sealer temperature and application rate shall follow the Manufacturer’s recommendation and, when applicable, be established in the Contractor’s QC Plan. No reheating of the joint shall be permitted. When placing an HMA Surface Course with pavers in tandem, the use of the hot applied pavement joint adhesive will be omitted, provided the temperature of the mixture at the longitudinal joint does not fall below 200℉ prior to the placement of the adjacent mat. When the longitudinal edge of any HMA pavement course is placed against an adjoining edge such as existing pavement, curb, gutter, drainage or utility structure, or any metal surface, a tack coat shall be uniformly applied to the entire vertical joint surface in accordance with 460.43: Preparation of Underlying Surface prior to placement of the HMA.

2.Wedge Joints. The Contractor may use a longitudinal wedge joint when placing HMA pavement courses at a thickness of 1.25 in. to 3.75 in. as shown in Figure 460.49 -1. In instances where the joint will not be subjected to traffic prior to the adjacent pass being placed the maximum thickness may be increased to 5 in. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.195 202 4 Edition When a wedge joint is proposed for use, the joint detail shall be included in the Contractor’s QC Plan. The wedge joint shall include a notched vertical edge with a minimum depth equal to the nominal maximum aggregate size (NMAS) at the top and bottom of t he wedge. The sloped surface of the wedge joint shall not exceed a 6:1 slope. The width of the wedge shall not exceed 6 times the pavement depth. The Contractor shall use a commercially manufactured wedge joint attachment to the paver, or other attachment approved by the Engineer, to form the wedge joint. Joint adhesive shall not be applied to wedge joints. A tack coat shall be applied to the entire surface of the wedge joint in accordance with 460.43: Preparation of Underlying Surface prior to placement of the adjacent pull of HMA. Figure 460.49- 1: Notched Wedge Joint

C.Inspection and Testing of HMA Joints. The hot applied pavement joint adhesive temperature and application rate shall be measured a minimum of once per transverse joint and once per 1,000 ft of longitudinal joint. If the temperature or application rate is determined to not be in conformance with the requirements established in the Contractor’s QC Plan, the Contractor shall make appropriate adjustments to the asphalt sealer application operations. The placement and compaction of HMA at each transverse joint or longitudinal joint shall provide a tight bond between the existing pavement and the new pavement course. The Contractor shall visually inspect each transverse joint and longitudinal joint thro ughout the placement and compaction operations and shall further inspect the joints after Sublot completion and identify any bumps, depressions, openings, or other visible defects. The Contractor shall reject any in -place Sublot of HMA which is determined to have defective joints. Finished joint surfaces, including joints in the roadway, shall be uniform and true to the required grade and cross -slope without deviations exceeding ¼ in., both transversely and parallel to the joint, when measured with a 10 -ft standard straightedge. The in -place density of the completed HMA pavement course, within 1 ft of either side of the finished joint, shall be not less than 90% of the maximum theoretical density of the mixture as determined by AASHTO T 209 (Method A). The Contractor will measure the surface smoothness and test the in -place density of each transverse joint and longitudinal joint of each Sublot of HMA as specified in 460.65: Quality Control Sampling and Testing Requirements, Part F. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.196 202 4 Edition 460.50: HMA Pavement on Bridges All HMA pavement on bridge decks shall conform to 450.50: HMA Pavement on Bridges . 460.51: Opening to Traffic No vehicular traffic or loads shall be permitted on the newly completed HMA pavement until adequate stability has been attained and the material has cooled sufficiently to a temperature of 140 ℉ or less as indicated by an infrared thermometer. The Contractor shall clearly outline, in the QC Plan, the specific criteria related to opening new pavement to traffic. The final determination to open the pavement to traffic shall be made by the Engineer and the Construction QC Manager. HMA cores shall be obtained by the Contractor for all Sublots placed each day in accordance with the approved QC Plan prior to opening to traffic. At the discretion of the Engineer, based on climactic or other conditions, obtaining of cores may be delayed for a period up to, but not to exceed, 48 hours. In the event of force majeure resulting from direction by the Engineer, the Contractor shall document the event and may submit a claim in accordance with current Department procedures. In such event, the Engineer and Construction QC Manager will determine if the affected Sublots must be isolated from the relevant HMA Lot and the HMA quality be evaluated as a separate Lot. CONTRACTOR QUALITY CONTROL 460.60: General The Contractor shall provide a QC System and, when required, a QC Plan, adequate to ensure that all materials and workmanship meet the required quality levels for each specified Quality Characteristic. The Contractor shall provide qualified QC personnel and QC laboratory facilities and perform QC inspection, sampling, testing, data analysis, corrective action (when necessary), and documentation as outlined further below. 460.61: Contractor Quality Control Plan For projects with HMA Category D Lots (Small Lot), the Contractor shall provide and maintain a Quality Control Plan(QC Plan). If all HMA Lots fall under Lot Category E (Minor Lot) then a QC Plan is not required. However, if any Lots on the project fall under Lot Category D, then any Category E Lots must be addressed in the QC Plan. The QC Plan shall sufficiently document the QC processes of all Contractor parties (i.e. , Contractor, Subcontractors, Producers) performing work required under this specification . The QC Plan is intended to be a project specific document. If a QC Plan is not required, it is still the responsibility of the Contractor to provide to the Engineer any information that is designated as “Per QC Plan” as found in this specification.

A.QC Plan Submittal Requirements . At the pre -construction meeting, the Contractor shall be prepared to discuss the QC Plan. Information to be discussed shall include the proposed QC Plan submittal date, QC organization, and sources of materials. The Contractor shall submit the QC Plan to the Engineer for approval prior to the start of any work activities related to HMA pavement construction (including preparation of underlying surface) addressed in 460.43: Preparation of Underlying Surface thru 460.51: Opening Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.197 202 4 Edition to Traffic . The Contractor shall not start work on the subject work items without an approved QC Plan.

B.QC Plan Format and Contents. The QC Plan shall be structured to follow the format and section headings outlined in the MassDOT Model QC Plan.

C.QC Plan Approval and Modifications. Approval of the QC Plan will be based on the inclusion of the required information. Revisions to the QC Plan may be required prior to approval for any part of the QC Plan that is determined by the Engineer to be insufficient. Approval of the QC Plan does n ot imply any warranty by the Department that the QC Plan will result in completed work that complies with the specifications. It remains the responsibility of the Contractor to demonstrate such compliance. The Contractor may modify the QC Plan as work prog resses when circumstances necessitate changes in Quality Control personnel, laboratories, or procedures. In such case, the Contractor shall submit an amended QC Plan to the Department for approval a minimum of 3 calendar days prior to the proposed changes being implemented. 460.62: Quality Control Personnel Requirements The Contractor’s QC organization shall, at a minimum, consist of the personnel outlined below that meet the described minimum qualifications. Every effort should be made to maintain consistency in the QC organization, however substitution of qualified personnel shall be allowed. When circumstances necessitate substitution of QC personnel not originally listed in the approved QC Plan, the Contractor shall submit an amended QC Plan for approval in accordanc e with 460.61: Contractor Quality Control Plan , Part C.

A.Construction Quality Control Manager . The Contractor’s QC System and QC Plan shall be administered by a qualified Construction QC Manager. The QC Manager must be a full -time employee of the Contractor or a QC consultant engaged by the Contractor. The QC Manager (or their assistant in the QC Manager’s absence) shall have full authority to institute any and all actions necessary for the successful implementation of this specification and the QC Plan. The QC Manager (or their assistant in the QC Manager’s absence) shall be available to communicate with the Engineer at all times. Principal responsibilities of the QC Manager shall include preparation and submittal of the Contractor’s QC Plan, managing the activities of all QC personnel, communicating on quality issues within the Contractor’s organization, and ensuring that all requirements outlined in the approved QC Plan are met. The QC Manager, at a minimum, shall be trained in Quality Assurance Fundamentals through the NETTCP or comparable Quality Assurance training.

B.Production Facility Quality Control Technician(s). All Contractor QC sampling, testing, and inspection conducted at the HMA production facility shall be performed by qualified Production Facility Quality Control Technicians (Plant QCTs). The Contractor shall provide a sufficient number of Plant QCTs to ad equately implement the minimum Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.198 202 4 Edition QC requirements contained in Subsection 460: Hot Mix Asphalt Pavement for Local Streets and as outlined in the approved QC Plan. All Plant QCTs who are performing testing shall be certified as an HMA Plant Technician by the NETTCP. QC inspection and sampling may be performed by a person qualified by the QC Manager.

C.Laboratory Quality Control Technician(s). Any QC testing that is performed at off -site laboratories (i.e., other than at the production facility or field site) shall be performed by qualified Laboratory Quality Control Technicians (Laboratory QCTs). The Contractor shall provide a sufficient number of Laboratory QCTs to adequately implement the minimum Quality Control requirements contained in Subsection 460: Hot Mix Asphalt Pavement for Local Streets and Parking Lots and as outlined in the approved QC Plan. All Laboratory QCTs who are performing testing shall be certified as a HMA Plant Technician by the NETTCP.

D.Field Quality Control Technician(s). All Contractor QC sampling, testing, and inspection conducted at the HMA field placement site shall be performed by qualified Field Quality Control Technicians (Field QCTs). The Contractor shall provide a sufficient number of Field QCTs to adequately imple ment the minimum QC requirements contained in Subsection 460: Hot Mix Asphalt Pavement for Local Streets and Parking Lots and as outlined in the approved QC Plan. All Field QCTs shall be certified as an HMA Paving Inspector as certified by the NETTCP. QC inspection and sampling may be performed by a person qualified by the QC Manager. 460.63: Quality Control Laboratory Facility Requirements All Contractor QC testing shall be performed in laboratories qualified through the NETTCP LQP or accredited through AAP. The QC laboratory shall conform to 460.30: General. 460.64: Quality Control Inspection The Contractor shall perform QC inspection of all work items addressed under this specification. Inspection activities during HMA production and placement may be performed by qualified Production personnel (e.g. Skilled Laborers, Foremen, and Superintendents). However, the Contractor’s QC personnel shall have overall responsibility for QC inspection. The Contractor shall not rely on the results of the Department’s Acceptance inspection for QC purposes. The Engineer shall be provided the opportunity to moni tor and witness all QC inspection. QC inspection activities must address the following four primary components:

a.Equipment.

b.Materials.

c.Environmental Conditions.

d.Workmanship. The minimum frequency of QC inspection activity shall be in accordance with the requirements below and as outlined in the approved QC Plan. NETTCP IRFs may be used by the Contractor to document the results and findings of QC inspection. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.199 202 4 Edition A. QC Inspection for Preparation of Underlying Surface. The Contractor’s personnel will perform QC inspection during preparation of the underlying surface in accordance with the requirements of 460.43: Preparation of Underlying Surface. The minimum items to be inspected shall be as outlined in Table 460.64 -1 and Table 460.64 -2. The Contractor shall identify in the QC Plan the specific inspection activities necessary to ensure the quality of the work, including any additional inspection activities not specifically listed in Table

460.64 1 and Table 460.64-2.

Table 460.64- 1: Minimum QC Inspection of HMA Patching Operations Inspection Component Inspection Attribute Minimum Inspection Frequency Point of Inspection Inspection Method Equipment As specified in QC Plan Per QC Plan Per QC Plan Per QC Plan Materials Aggregates & PG Binder (Correct Type) Per QC Plan HMA Production Facility Visual Check & Manufacturer COC HMA Mixture (Correct Type) Per QC Plan From Haul Vehicle at Patching Site Visual Check & Delivery Ticket Joint Adhesive (Correct Type) Per QC Plan Per QC Plan Check Manufacturer COC Temperature of HMA Mix 4 per Day (See Note 1) From Haul Vehicle at Patching Site Check Measurement Environmental Conditions Underlying Surface Soundness & Moisture Per QC Plan Underlying Surface Visual Check Temperature of Air & Underlying Surface 1 per Day (See Note 2) At Patching Site Check Measurement Workmanship Sawcut Limit Vertical Face Per QC Plan Sawcut Limits Visual Check Joint Adhesive Application Rate Per QC Plan Sawcut Limits Check Measurement HMA Lift Thickness Per QC Plan HMA Lift Check Measurement Cross- Slope & Profile Per QC Plan Compacted HMA Check Measurement Note 1: The initial temperature measurements will be taken from haul vehicles on the first or second load. Note 2: At a minimum, the temperature measurements of the air and underlying surface shall be obtained prior to starting the HMA patching placement. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.200 202 4 Edition Table 460.64- 2: Minimum QC Inspection of Tack Coat Operations Inspection Component Inspection Attribute Minimum Inspection Frequency Point of Inspection Inspection Method Equipment As specified in QC Plan Per QC Plan Per QC Plan Per QC Plan Materials Asphalt Emulsion (Correct Type) Per QC Plan Per QC Plan Check Manufacturer COC Asphalt Emulsion Temperature Per QC Plan From Tack Distributor System Check Measurement Environmental Conditions Underlying Surface Cleanliness & Moisture Per QC Plan Underlying Surface Visual Check Temperature of Air & Underlying Surface 1 per Day (See Note 1) At Paving Site Check Measurement Workmanship Asphalt Emulsion Application Rate Per QC Plan From Tack Distributor System Check Measurement Note 1: As a minimum, the temperature measurements of the air and underlying surface shall be obtained prior to starting the tack coat placement.

B.QC Inspection for Production & Placement of HMA Lots. The Contractor’s QC personnel will perform QC inspection at both the HMA production facility and at the site of HMA field placement to ensure that the production and placement processes are providing work conforming to the contract requirements. The minimum items to be inspected for each HMA Lot shall be in accordance with the requirements of 460.43: Preparation of Underlying Surface through 460.51: Opening to Traffic and as outlined in Table 460.64 -3 and Table 460.64 -4. The Contractor shall identify in the QC Plan the specific inspection activities necessary to ensure the quality of the work, including any additional inspection activities not specifically listed in Table

460.64 3 and Table 460.64-4.

Wheel Path Deviations. For projects having a posted speed equal to or greater than 40 mph with HMA Lots falling under Lot Category D (Small Lots), QC inspection for wheel path deviations in the mainline travel lanes shall be performed for the following pavement courses: • Surface Course • Intermediate Course (lift immediately beneath Surface Course only) • Leveling Course (when placed immediately beneath Surface Course) A wheel path is defined as 3 ft from and parallel to each longitudinal edge of a travel lane. Each wheel path for all HMA pavement course Lots shall be inspected for Wheel Path Deviations (high points or low points). All Transverse joints, Bridge joints, and structures that are within 3 ft of a wheel path shall be inspected for Wheel Path Deviations. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.201 202 4 Edition Inspection shall be performed using a 10 -ft standard straightedge in the longitudinal direction on each wheel path. The Sublot size and minimum frequency of QC inspection for Wheel Path Deviations shall be as specified in Table 460.64 -4, and in the approved Contractor QC Plan. Each random inspection location shall be established by determining a randomly selected distance along the wheel path in accordance with 460.65: Quality Control Sampling and Testing Requirements, Part A. Additional selective QC inspection for Wheel Path Deviations within each Sublot of compacted HMA pavement courses shall be as determined necessary by the Field QCT and as specified in the Contractor’s approved QC Plan. The variation from the edge of the 10 -ft straightedge to the top of the wheel path surface between any two contact points in the wheel path shall not exceed ¼ in. The Contractor shall correct any location in a pavement course wheel path not meeting this requirement. The corrective method(s) proposed by the Contractor shall be subject to the approval of the Engineer and shall be performed at the Contractor's expense. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.202 202 4 Edition Table 460.64- 3: Minimum QC Inspection at HMA Production Facility Inspection Component Inspection Attribute Minimum Inspection Frequency Point of Inspection Inspection Method Equipment As specified in QC Plan Per QC Plan Per QC Plan Per QC Plan Materials PG Binder (Correct Type) Per QC Plan HMA Production Facility Visual Check & Manufacturer COC Aggregates (Correct Type) Per QC Plan HMA Production Facility Visual Check RAP Per QC Plan HMA Production Facility Visual Check RAS Per QC Plan HMA Production Facility Visual Check & Manufacturer COC Release Agent Per QC Plan Haul Vehicle Bed at Plant Check QCML & Visual Check & Manufacturer COC Temperature of HMA Mix 4 per Day (See Note 1) From Haul Vehicle at Plant Check Measurement Environmental Conditions Stockpile Moisture Per QC Plan HMA Production Facility Visual Check Air Temperature & Precipitation Forecast 1 per Day HMA Production Facility Check Measurement Workmanship Uncoated Mixture Per QC Plan HMA Production Facility Visual Check Excess Blue Smoke or Moisture Per QC Plan HMA Production Facility Visual Check Burnt Mix Per QC Plan HMA Production Facility Visual Check Physical Segregation Per QC Plan HMA Production Facility Visual Check Note 1: The initial temperature measurements shall be taken from the first or second load. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.203 202 4 Edition Table 460.64- 4: Minimum QC Inspection at HMA Placement Location Inspection Component Inspection Attribute Minimum Inspection Frequency Point of Inspection Inspection Method Equipment As specified in QC Plan Per QC Plan Per QC Plan Per QC Plan Materials HMA Mixture (Correct Type) Per QC Plan From Haul Vehicle at Patching Site Visual Check & Delivery Ticket Joint Adhesive (Correct Type) Per QC Plan Per QC Plan Check Manufacturer COC Temperature of Delivered HMA Mix 4 per Day (See Note 1) From Haul Vehicle or Paver Hopper Check Measurement Environmental Conditions Underlying Surface Soundness & Moisture Per QC Plan Underlying Surface Visual Check Temperature of Air & Underlying Surface 1 per Day At Paving Site Check Measurement Workmanship Joint Location & Alignment Per QC Plan Per QC Plan Visual Check Sawcut Joint Vertical Face Per QC Plan Joint Vertical Face Visual Check Joint Adhesive Application Rate Per QC Plan Joint Vertical Face Check Measurement Temperature Differential in HMA Mat Per QC Plan HMA Mat Behind Paver Per 460.47: Hot Mix Asphalt Placement , Part D Physical Segregation Per QC Plan HMA Mat Behind Paver & Compacted HMA Visual Check HMA Lift Thickness Per QC Plan HMA Lift Check Measurement Cross- Slope Per QC Plan Compacted HMA Check Measurement Joint Tightness Per QC Plan Compacted HMA Visual Check Joint Surface Deviations (See Note 2) Once per 500 ft per joint At Finished Joint and Adjusted Structures 10-ft standard straightedge Wheel Path Deviations Once per 2,000 ft per Wheel Path Wheel Path 10-ft standard straightedge Note 1: The initial temperature measurements will be taken from the first or second load. Note 2: When measured with a 10 -ft straightedge the deviation shall be less than ⅜ in. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.204 202 4 Edition 460.65: Quality Control Sampling and Testing Requirements The Contractor’s QC personnel will perform QC sampling and testing at both the HMA production facility and at the site of HMA field placement to ensure that the production and placement processes are providing work conforming to the contract requirements. The Engineer will not sample or test for QC or assist in controlling the Contractor’s operations. All QC sampling and testing shall be in accordance with the current AASHTO, ASTM, NETTCP, or Department procedures specified in Table 460.65-1. When a test method has been updated or superseded, the superseding specification shall be used. If a test method has been removed from circulation with no replacement then that test method shall be used until otherwise noted. The Contractor shall furnish approved contai ners for all material samples. The Engineer shall be provided the opportunity to monitor and witness all QC sampling and testing.

A.Random Sampling. The Contractor’s QC System shall utilize stratified random sampling of each Lot produced and placed to assure that all material within the Lot has an equal probability of being selected for testing. The Contractor’s qualified QC personnel shall obtain rand om QC samples at the minimum frequencies specified in Table 460.65 -1. In all cases, application of the specified QC sampling frequencies shall result in a minimum of one random sample per Sublot. Random sample locations shall be determined using the random number tables and procedures contained in ASTM D3665 or an electronic random number generator, as presented by the NETTCP. The determination of all random sample locations shall be documented on NETTCP Standard Test Report Form D3665RNG. The Contractor will provide the Engineer with the random QC sampling locations selected and documented for each Sublot prior to production and placement of the relevant Sublots.

B.Selective Sampling. The Contractor’s QC System may also utilize selective sampling (i.e. , non- random samples), as needed, to provide supplemental information to assist in maintaining all production and placement processes in control. The Contractor’s qualified QC personnel shall obtain selective QC samples from any Sublot as determined necessa ry and in accordance with the guidelines established in the approved QC Plan. Selective QC core samples shall not be obtained within a 10 -ft radius of an Department ’s random Acceptance sample. Selective QC samples shall not be used as a basis to dispute th e Department ’s Acceptance test results. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.205 202 4 Edition C. QC Sample Identification System. The Contractor shall establish a reliable system for the identification of all QC samples obtained. All HMA loose mixture samples and core samples shall be correctly labeled with the following minimum information:

a.Contract No.

b.Date of Sample.

c.Bid Item Number.

d.Mixture Type.

e.Mixture ID Number.

f.Lot & Sublot No.

g.Sample No.

h.Sample Type (i.e. , Random or Selective).

i.Sample Location (e.g., Station & Offset). The Contractor’s system and procedures for identification of QC samples shall be outlined in the approved QC Plan.

D.Retention of Split Samples. The Contractor’s qualified QC personnel shall obtain all material samples (HMA loose mix samples and cores) for QC testing. The Contractor will retain split samples from each HMA loose mix sample. If requested, these split samples will be provided to the Engineer. The Contractor shall retain the original core samples after testing to serve as “split samples” and protect them from damage. All split samples shall be properly labeled and stored for a period of 30 days, or until tested. The retained split samp les may be discarded prior to the required 30 days when agreed upon by the Contractor and the Department .

E.Quality Control Testing of Prepared Underlying Surface. The Contractor’s QC personnel will perform QC testing during preparation of the underlying surface. For projects having a posted speed equal to or greater than 40 mph with HMA Lots falling under Lot Category D (Small Lots), QC testing of the prepared underlying surface in the mainline travel lanes shall be performed. All QC testing shall be in accordance with the current AASHTO, ASTM, NETTCP, or Department procedures specified in Table 460. 65-1. The Engineer shall be provided the opportunity to monitor and witness all QC testing. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.206 202 4 Edition Table 460.65- 1: Minimum QC Sampling & Testing of Prepared Underlying Surface Quality Characteristic Test Method(s) Sublot Size Minimum Test Frequency Point of Sampling Sampling Method HMA Patching Mixture: PG Asphalt Binder Content AASHTO T 308 300 tons 1 per Sublot From Haul Vehicle at Plant Random AASHTO R 97 HMA Patching Mixture: Combined Agg. Gradation AASHTO T 30 300 tons 1 per Sublot From Haul Vehicle at Plant Random AASHTO R 97 HMA Patching Mixture: Maximum Theo. Specific Gravity AASHTO T 209 (Method A) 300 tons 1 per Sublot From Haul Vehicle at Plant Random AASHTO R 97 HMA Patching Mixture: In - place Density AASHTO T 343 or T 355 100 ft² per each Patch Area 1 per Sublot From Compacted HMA Patch Random AASHTO T 343 or T 355

F.Quality Control Testing of HMA Lots . The Contractor’s QC personnel will perform QC testing at both the HMA production facility and at the site of HMA field placement to ensure that the production and placement processes are providing work conforming to the contract requirements. The Engineer shall be provided the opportunity to monitor and witness all QC testing of HMA. All QC testing of HMA Lots shall be in accordance with the current AASHTO, ASTM, NETTCP, or Department test methods specified in Table 460.65 -2 and the procedures outlined belo w. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.207 202 4 Edition Table 460.65-2 : Minimum Quality Control Sampling & Testing of HMA Lots Quality Characteristic Test Method(s) Sublot Size Minimum Test Frequency Point of Sampling Sampling Method RAP Asphalt Binder Content AASHTO T 308 Per QC Plan Per QC Plan At HMA Plant Per QC Plan Random AASHTO R 90 RAP Gradation AASHTO T 30 Per QC Plan Per QC Plan At HMA Plant Per QC Plan Random AASHTO R 90 Aggregate Gradation AASHTO T 27 Per QC Plan Per QC Plan At HMA Plant Per QC Plan Random AASHTO R 90 PG Asphalt Binder Content AASHTO T 308 1,200 tons 1 per Sublot (See Not e 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 Combined Aggregate Gradation AASHTO T 30 1,200 tons 1 per Sublot (See Note 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 Maximum Theo. Specific Gravity AASHTO T 209 (Method A) 1,200 tons 1 per Sublot (See Not e 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 Bulk Specific Gravity AASHTO T 166 (Method A) 1,200 tons 1 per Sublot (See Not e 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 Volumetrics: Air Voids, VMA, VFA AASHTO T 312 and R 35 1,200 tons 1 per Sublot (See Not e 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 In-place HMA Mat Density (Density Gauge) AASHTO T 343 or T 355 600 tons 1 per Sublot (See Not e 1) From Compacted HMA Course Selective & Random AASHTO T 343 or T 355 In-place HMA Mat Density (Cores ) AASHTO T 269 1,200 tons 1 per Sublot (See Not e 1) From Compacted HMA Course Random AASHTO R 67 Thickness ASTM D3549 1200 tons 1 per Sublot (See Not e 1) From Compacted HMA Random AASHTO R 67 Transverse Joint Density AASHTO T 343 or T 355 Each Joint for every 500 tons 1 per Sublot (See Not e 1) At Finished Joint Random AASHTO T 343 or T 355 Longitudinal Joint Density AASHTO T 343 or T 355 1,000 feet per Joint 1 per Sublot (See Not e 1) At Finished Joint Random AASHTO T 343 or T 355 Note 1: In the event that the total HMA production for one calendar week is less than one Sublot, a minimum of one random QC sample shall be obtained for the week’s production. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.208 202 4 Edition (1) PG Asphalt Binder Grading . QC testing of PG Asphalt Binder shall be performed by the PGAB Supplier in accordance with AASHTO R 26 and the Supplier’s approved PGAB QC Plan. The Contractor shall submit to the Engineer the Supplier’s COC along with copies of the COA showing the certified test results for each Supplier Lot of PGAB from which the HMA Producer’s PGAB was obtained. A copy of the COA and a copy of all BOLs for the Lot of PGAB being used shall be kept in the Contractor’s QC laboratory. If the Contractor modifies the PGAB at the HMA production facility through blending or introduction of an asphalt binder modifier, the Contractor (i.e. , HMA Producer) shall assume responsibility as the PGAB Supplier per AASHTO R 26. In such case, the Contractor shall obtain and test a minimum of one random sample of the modified PGAB for each 24,000 tons of HMA produced for the project to determine confor mance with M3.01.0: Performance Graded Asphalt Binder .

2.Aggregate Gradation. The virgin aggregates utilized in each HMA Lot shall be tested for Gradation in accordance with AASHTO T 27. The Sublot size and minimum frequency of QC testing for Aggregate Gradation shall be as specified in the Contractor’s approved QC Plan. Aggregate samples shall be obtained at the HMA plant from aggregate bins or stockpiles in accordance with AASHTO R 90.

3.PG Asphalt Binder Content. Each HMA Lot produced and placed shall be tested for PG Asphalt Binder Content in accordance with AASHTO T 308. The Sublot size and minimum frequency of QC testing for PG Asphalt Binder Content shall be as specified in Table 460.65 -2. Each material sample for PG Asphalt Binder Content shall be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 460.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47.

4.Combined Aggregate Gradation. Each HMA Lot produced and placed shall be tested for Combined Aggregate Gradation in accordance with AASHTO T 30. The Sublot size and minimum frequency of QC testing for Combined Aggregate Gradation shall be as specified in Table 460.65 -2. Each material sample for Combined Aggregate Gradation shall be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 460.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47. Minimum Action Limits are provided in Table 460.65 -3, however, the Action Limits to be used for each HMA Lot shall be as specified in the Contractor’s approved QC Plan. If the QC test results for an individual Sublot fall outside of the Action Limits, the Contractor shall evaluate the HMA production proces s and determine any adjustments necessary to bring the Combined Aggregate Gradation back within the Action Limits. If three consecutive Sublot test results fall outside of the Action Limits, the Contractor shall suspend Lot production until it can be demonstrated that the HMA mixture can be produced within the Action Limits. The Contractor’s QC personnel shall document all action(s) taken to bring the HMA production process into control. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.209 202 4 Edition Table 460.65- 3: Minimum Action Limits for Combined Aggregate Gradation Sieve Size Action Limit Passing No. 4 Sieve and larger sieve sizes JMF Target ± 6% Passing No. 8 sieves JMF Target ± 5% Passing No. 16 to No. 50 sieves (inclusive) JMF Target ± 3% Passing No. 100 sieve JMF Target ± 2%

5.Maximum Theoretical Specific Gravity. Each HMA Lot produced and placed shall be tested for Maximum Theoretical Specific Gravity in accordance with AASHTO T 209 Method A. The Sublot size and minimum frequency of QC testing for Maximum Theoretical Specific Gravity shall be as specified in Table 460.65- 2. Each material sample for Maximum Theoretical Specific Gravity shall be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 460.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47.

6.Bulk Specific Gravity. Each HMA Lot produced and placed shall be tested for Bulk Specific Gravity in accordance with AASHTO T 166 (Method A). The Sublot size and minimum frequency of QC testing for Bulk Specific Gravity shall be as specified in Table 460. 65-2. Each material sample for Bulk Specific Gravity shall be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 460.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47.

7.Volumetrics (Air Voids, VMA, VFA). Each HMA Lot produced and placed shall be tested for Volumetrics (Air Voids, VMA, VFA) in accordance with AASHTO T 312 and R 35. The requirement for Volumetric testing of laboratory compacted specimens applies to all HMA mixtures designed by the Superpave volumetric method. The Sublot size and minimum frequency of QC testing for Volumetrics shall be as specified in Table 460.65 -2. Each material sample for Volumetrics shall be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 460.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47.

8.In-place HMA Mat Density. Each HMA Lot produced and placed shall be tested for In -place Density using a density gauge or cores as specified below. The requirement for In -Place Density testing applies to all pavement courses, with the exception of Open Graded Friction Courses and Leveling Courses. The Sublot size and minimum frequency of random QC testing for In -place Density by either density gauge or core shall be as specified in Table 460.65 -2.

a.Testing In -Place Density by Density Gauge. Initial QC testing of In -Place Density during compaction of HMA pavement courses shall be performed selectively (or randomly when determined appropriate by QC personnel) using a density gauge in accordance with AASHTO T 343 or T 355. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.210 202 4 Edition The density gauge shall be calibrated at least once every 12 months in accordance with the applicable test method and Manufacturer’s recommendations. Calibration certificates shall be kept with the gauge and a copy shall be provided to the Engineer upon request. This calibration does not include calibration of the gauge to the specific HMA pavement placed.

b.Testing In -Place Density by Cores. Final QC testing of In -Place Density of all applicable HMA pavement courses shall be performed using 6 -in. diameter cores in accordance with AASHTO T 269. In -Place Density shall be determined from each core by comparing the Bulk Specific Gravity of the core to the Maximum Theoretical Specific Gravity for the Sublot. Each core location shall be established by determining a randomly selected tonnage and corresponding approximate longitudinal distance within the Sublot, along with a randomly selected offset di stance in accordance with 460.65: Quality Control Sampling and Testing Requirements , Part A . If the randomly determined sampling location coincides with one of the following conditions, a new random sampling location shall be generated and documented:

1.Within 1 ft from edge of pavement course to be left unconfined upon project completion.

2.Within 1 ft of any longitudinal joint or transverse joint.

3.Within 3 ft of any drainage structure.

4.For shoulders less than or equal to 3 ft, the shoulder width shall be excluded from random sampling. Core samples shall be obtained in accordance with AASHTO R 67 within 48 hours of completion of the Sublot. T o protect the integrity of the core, when the target lift thickness is less than 1.50 in ., the Contractor shall drill so that the sampled core is comprised of at least the lift to be tested as well as the lift immediately below. All cores shall be protected against damage and tested within 48 hours after they have been obtained. The Contractor shall fill all core holes, whether from QC sampling or the Department Acceptance sampling, with fresh HMA mixture from the same JMF. The filled core holes shall be thoroughly compacted.

9.Thickness. Each HMA pavement course specified to be placed at a compacted thickness of 1.25 in . or greater shall be tested for Thickness using cores, with the exception of the following courses:

1.Leveling Course.

2.In the absence of a Leveling Course, the first pavement course placed over existing pavement. A milled surface is not considered an existing pavement. HMA placed on top of a milled surface shall be subject to thickness testing, unless it is a leveling co urse, or if the milling operation, approved by the Engineer, caused the pavement thickness to vary. The aforementioned pavement courses are exempt only from determination of Thickness using cores and the corresponding evaluation of Lot quality. The Contractor is still responsible for ensuring the minimum required thickness of these pavement courses using appropriate sampling and testing protocols. All sampling and testing for Thickness of the applicable pavement courses using cores shall be in accordance with AASHTO R 67 and ASTM D3549, respectively. Core thickness shall be reported to the nearest ¹⁄₁₆ in. The Sublot size and minimum frequency of random QC testing for Thickness shall be as specified in Table 460.65 -2. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.211 202 4 Edition

10.Joint Density. Each transverse joint and longitudinal joint formed during placement of a pavement course shall be tested for Joint Density using a density gauge in accordance with AASHTO T 343 or T 355. The requirement for Joint Density testing applies to all pavement c ourses, with the exception of Leveling Courses. The Sublot size and minimum frequency of random QC testing for Joint Density shall be as specified in Table 460.65 -2. Each random sampling and testing location shall be established by determining a randomly selected distance along the joint, along with a randomly selected offset distance within 1 ft of either side of the finished joint, in accordance with 460.65: Quality Control Sampling and Testing Requirements , Part A . Additional selective QC sampling and testing of Joint Density within each Sublot of compacted HMA pavement courses shall be as determined necessary by the Field QCT and as specified in the Contractor’s approved QC Plan. 460.66: Quality Control Documentation and Data Evaluation

A.QC Inspection Documentation & Evaluation . The Contractor shall document all QC inspection activity for each HMA Lot Category (Category D or E) produced and placed. All inspection results shall be recorded within 24 hours of inspection on current NETTCP standard IRFs. The QC Manager shall evaluate inspection results in a timely manner to confirm that production and placement processes are in control. The Contractor shall submit hard copies of all IRFs to the Engineer at the completion of each Lot.

B.QC Sampling and Testing Documentation & Data Analysis. The Contractor shall document all QC sampling and testing data for each HMA Lot Category (Category D or E) produced and placed. All sampling and testing data shall be recorded within 24 hours of testing on current NETTCP standard TRFs. The QC Manager shall evaluate sampling and testing results in a timely manner to confirm that production and placement processes are in control. The Contractor shall submit hard copies of all TRFs to the Engineer at the completion of each Lot.

1.Control Charts. The Contractor may use Control Charts as part of the QC System to assist in identifying assignable causes affecting the HMA production and placement processes. When used, Control Charts shall be prepared for the Quality Characteristics subject to QC sampli ng and testing listed in Table 460.65 -2. The Contractor may plot all QC test results of each Lot on Control Charts for individual Sublot measurements or test values (Run Charts). It is also recommended practice for the Contractor to use Control Charts that plot Subgroups of data (e.g. X -Bar Charts, R Charts). When used, the Control Charts shall identify the Contract number, the Payment Item number, the Lot number, the Quality Characteristic, the Control Chart Target, the Upper and Lower Control Chart Limits , and Sublot or Subgroup numbers. QC personnel should use the Control Chart data to monitor and adjust the production and placement processes or suspend operations as determined necessary. Control Charts for Quality Characteristics related to HMA production should be maintained at the HMA production facility. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.212 202 4 Edition Control Charts for Quality Characteristics related to HMA field placement should be maintained at the project field site.

2.Evaluation of Individual Sublot QC Test Results. The Contractor shall evaluate the individual QC test results for each HMA Lot Category (Category D or E) produced and placed. Each random QC test result shall be evaluated against the applicable Quality Limits within 24 hours of testing. Each Sublot test v alue shall be within the applicable Engineering Limits specified in Table 460.7 6-1. If the evaluation of the QC testing data indicates that an individual Sublot is not in conformance with the applicable Engineering Limits, the Contractor shall follow the requirements of 460.67: Corrective Action . 460.67: Corrective Action As part of the Contractor’s QC System, the Contractor shall implement corrective action for any part of a Lot that is determined by inspection or testing to not be in conformance with the quality requirements specified in Subsection 460: Hot Mix Asphalt Pavement for Local Streets . If the results of QC inspection or testing identify nonconforming material or workmanship within one or more Sublots, the Contractor shall isolate the Sublot(s) and perform additional inspection or testing to further assess the quality of the Sublot. Selective inspection or testing should be used to determine the limits of non -conformance. If a Sublot test result is outside of the Engineering Limits, the QC Manager and the Engineer will further assess the Sublot quality to determine whether the material in the Sublot can remain in place in accordance with 460.76: Lot Acceptance Determination Based on Testing Data , Part (2). Based on the results of additional inspection or testing, the Contractor shall prepare a plan of corrective action for the nonconforming Sublot(s). The Corrective action plan shall be submitted to and approved by the Engineer prior to initiating corrective action. All corrective action shall be performed at the Contractor’s expense. 460.68: Quality Control Records System

A.Quality Control Daily Diary. The QC Manager should maintain a Quality Control Daily Diary (QC Daily Diary) to document all major activities or actions related to the Contractor’s QC System. The QC Daily Diary serves as a summary record of key actions taken by QC personnel each day. Recommended information which should be recorded in the QC Daily Diary includes:

a.The day’s weather or environmental conditions.

b.A summary of production or placement activities completed.

c.Any non- conforming material or workmanship identified.

d.Any corrective actions recommended or taken by QC personnel.

e.Discussions held with other Contractor personnel or Engineer.

f.Visitors to the production facility or field placement operation. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.213 202 4 Edition B. Quality Control Record Books. The Contractor shall maintain one or more ringed binders referred to as “Quality Control Record Books” (QC Record Books) to store all required QC documents. The Contractor may elect to keep an electronic QC Record Book. QC Record Books shall be kept at each HMA production facility or other designated location. QC data for each pavement course shall be organized into separate sections by Quality Characteristic and by Lot number. QC documents to be stored in the QC Record Book(s) include:

a.A signed copy of the current approved QC Plan.

b.The original signed copies of all completed Inspection Report Forms.

c.The original signed copies of all completed Random Sampling location forms.

d.The original signed copies of all completed Test Report Forms. Each required record shall be inserted into the corresponding QC Record Book within 24 hours after the document has been completed. The Engineer shall be provided access to all QC Record Books. QC personnel shall also track the daily tonnage of HMA which l eaves the production facility and the quantity that is actually placed on the project site.

C.Quality Control Records Retention. All Contractor QC records identified above shall be retained for a minimum of 7 years. The records shall be protected from damage or alteration. When requested by any State or Federal Agency for audit or similar purposes, the Contractor shall provide complete access to all QC records.

D.Failure to Provide Quality Control Records The Contractor shall provide the Engineer with requested QC records within 48 hours of the request. Failure to provide the documentation in the required timeframe will result in the withholding of payment. DEPARTMENT ACCEPTANCE 460.70: General The Department is responsible for performing all Acceptance activities and making the final acceptance determination for each HMA Lot produced and placed. The Department’s Acceptance System will include monitoring the Contractor’s QC activity and performing Acceptance inspection, sampling and testing in order to determine the Quality and corresponding payment for each Lot. These activities will be performed for each HMA Lot Category (Lot Category D and E) as outlined further below. 460.71: Acceptance System Approach For all HMA Category D and E Lots, the Engineer’s Acceptance determination will be based on the Engineer’s Acceptance inspection information and Acceptance testing data. The Engineer will perform Acceptance sampling and testing on a minimum of 50% of the S ublots produced and placed. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.214 202 4 Edition 460.72: Department Monitoring of Contractor Quality Control The Department will monitor the Contractor’s QC System to confirm that QC activities are being performed for each Lot in compliance with this specification and the approved QC Plan. The Engineer will not perform the QC responsibilities of the Contractor or provide constant direction to the Contractor on how to perform Quality Control. The Engineer’s monitoring of QC activity will include the following:

a.Periodic visual observation of QC inspection, sampling, and testing.

b.Reviewing QC documentation and records.

c.Providing feedback based on monitoring findings. When deficiencies in the Contractor’s QC System are identified and documented by the Engineer, the Contractor shall take immediate action to address the deficiencies and coordinate appropriate corrective actions with the Engineer. If the material in an HMA Lot where deficiencies in the Contractor’s QC System were identified is removed and replaced, and the replacement HMA complies with the Specification requirements, the actions listed below will not apply. If the Contractor fails to acknowledge the deficie ncy and take appropriate action, the Contractor shall suspend production and placement of the corresponding Lot(s). Failure by the Contractor to comply with the Quality Control requirements in either this specification or the approved QC Plan may result in the withholding of payment. 460.73: Acceptance Inspection The Engineer will perform Acceptance inspection of all work items addressed under Subsection 460: Hot Mix Asphalt Pavement for Local Streets to ensure that all materials and completed work are in conformance with the contract requirements. Acceptance inspection is intended to visually assess the quality of each HMA Lot produced and placed and will address only the inspection components of Mate rials and Workmanship in support of the Department’s final acceptance determination. All Acceptance inspection activity by the Department will be performed independent of the Contractor’s QC inspection. NETTCP IRFs may be used by the Engineer to document the results and findings of Acceptance inspection.

A.Acceptance Inspection of Prepared Underlying Surface. The Department will perform Acceptance inspection of the prepared underlying surface prior to placement of HMA. Inspection will be in accordance with Table 460.73 -1 and Table 460.73 -2. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.215 202 4 Edition Table 460. 73-1 : Department Acceptance Inspection of HMA Patching Inspection Component Inspection Attribute Inspection Method Materials Mixture Type & PG Binder Grade (Correct Type) Visual Check & Manufacturer COC Joint Adhesive (Correct Type) Check Manufacturer COC Workmanship Sawcut Limit Vertical Face Visual Check Joint Adhesive Application Rate Visual Check & Check Measurement Cross- Slope & Profile Check Measurement Table 460.73- 2: Department Acceptance Inspection of Tack Coat Inspection Component Inspection Attribute Inspection Method Materials Asphalt Emulsion (Correct Type) Check Manufacturer COC Workmanship Asphalt Emulsion Application Rate Visual Check, Check Measurement & Confirm Calibration

B.Acceptance Inspection of HMA Lots. The Department may perform Acceptance inspection at the HMA production facility and will perform Acceptance Inspection at the site of HMA field placement. For purposes of Acceptance inspection, the total quantity of each HMA pavement course produced and placed during the same construction season will constitute a Lot. Each in -place HMA Lot will be divided into 500 lane- feet Sublots. The items to be inspected and minimum frequency of inspection will be in accordance with the requirements outlined in Table 4 60.73 -3. Wheel Path Deviations. The Engineer will inspect the HMA pavement for Wheel Path Deviations (high points or low points) using a 10 -ft standard straightedge in accordance with the procedures outlined in 460.64: Quality Control Inspection , Part B. The finished surface of each required pavement course will be inspected. The Sublot size and minimum frequency of Acceptance inspection for Wheel Path Deviations will be as specified in Table 460. 73-3. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.216 202 4 Edition Table 460.73- 4: Department Acceptance Inspection of HMA Lots Inspection Component Inspection Attribute Minimum Inspection Frequency Point of Inspection Inspection Method Materials HMA Mixture Type (Correct Type) 1 per Day At Paving Site Visual Check & Delivery Ticket Joint Adhesive (Correct Type) 1 per Day At Paving Site Check Manufacturer COC Workmanship Joint Location & Alignment 50% of Sublots, Once per Joint At Finished Joint Visual Check Sawcut Joint Vertical Face 50% of Sublots, Once per Joint Joint Vertical Face Visual Check Joint Adhesive Application Rate 50% of Sublots, Once per Joint Joint Vertical Face Visual Check & Check Measurement Physical Segregation 50% of Sublots, Once per Lane Compacted HMA Visual Check Cross- Slope Joint 50% of Sublots, Once per Lane Compacted HMA Check Measurement Tightness 50% of Sublots, Once per Joint Compacted HMA Visual Check Joint Surface Deviations 50% of Sublots, Once per Joint At Finished Joint 10-ft standard straightedge Wheel Path Deviations 50% of Sublots, per Wheel Path Wheel Path 10 ft standard straightedge 460.74: Acceptance Sampling and Testing

A.Random Sampling. The Department will utilize stratified random sampling to determine the overall quality of each HMA Lot produced and placed. Random Acceptance sample locations will be determined by the Engineer in accordance with ASTM D3665 or by electronic random number generator, as presented by NETTCP. All random Acceptance sample locations will be documented on the most current version of NETTCP Test Report Form D3665. The Contractor shall furnish the Engineer with approved containers for all Acceptance samples. The Engineer will obtain all random Acceptance samples independent of the Contractor’s QC samples at the frequencies outlined below. Sampling HMA Category D and E Lots. For projects having a posted speed equal to or greater than 40 mph with HMA Lots falling under Lot Category D (Small Lots), Acceptance testing will be performed by the Engineer for each of the Quality Characteristics specified in Table 460.74 -2. For projects with HMA Lots falling under Lot Category E (Minor Lots), the Engineer will perform Acceptance testing only for in -place HMA mat density and thickness. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.217 202 4 Edition The Engineer will obtain Acceptance samples from a minimum of 50% of all Sublots for the applicable Quality Characteristics specified in Table 460.74 -2.

B.Selective Sampling. The Department will utilize selective sampling (i.e. , non- random samples) as needed to provide supplemental information to assist in quantifying the quality of apparent nonconforming material. The test results of selective Acceptance samples will not be combined with random Acceptance sample data in the determination of Lot acceptance.

C.Contractor Assistance in Obtaining Acceptance Samples. The Engineer will obtain all material samples for Acceptance testing. When requested by the Department , the Contractor shall assist the Engineer in obtaining Acceptance samples in accordance with the following requirements:

a.The Acceptance sample location and time will be randomly selected by the Engineer and provided to the Contractor immediately prior to sampling.

b.The Contractor’s qualified QC personnel will only provide the physical labor to assist the Engineer in obtaining the Acceptance sample.

c.The Engineer will be present to direct and monitor the taking of the sample.

d.The Engineer will take immediate possession of the Acceptance sample. Contractor assistance may be requested in obtaining Acceptance samples (random or selective) for In-Place Density and Thickness (HMA cores). The Contractor shall provide adequate traffic control for the Department to obtain cores, regardless of whether the Contractor assists the Engineer in obtaining the Acceptance core samples.

D.Acceptance Sample Identification System. The Department will use a standard system for the identification of all Acceptance samples. All HMA loose mixture samples and core samples will be labeled by the Engineer with the minimum information indicated under 460.65: Quality Control Sampling and Testing Requirements, Part C.

E.Retention of Split Samples. Department personnel will obtain all material samples (HMA loose mix samples and cores) for Acceptance testing. The Department will retain Acceptance split samples from each HMA loose mix sample and provide a split sample to the Contractor, if requested. The Engineer will retain the original core samples after testing to serve as “split samples” and protect them from damage. All split samples will be stored by the Department for a period of 30 days, or until tested. These split samples may be utilized if ne cessary, in to resolve a dispute. The retained split samples may be discarded prior to the required 30 days when agreed upon by the Contractor and the Department .

F.Acceptance Testing of HMA Lots. The Engineer, or the Engineer’s Designated Agent, will perform Acceptance testing using the random samples obtained in accordance with 460.74: Acceptance Sampling and Testing , Part A from the HMA production facility and at the site of HMA field placement. The specific Quality Characteristics subject to the Engineer’s Acceptance testing are identified in Table 460.74 -1. All Acceptance testing of HMA Lots will be performed by the Engineer in accordance with the AASHTO, Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.218 202 4 Edition ASTM, NETTCP, or Department test methods specified in Table 460.74 -1 and the procedures outlined below. Testing performed on samples obtained from the HMA production facility shall be performed by a NETTCP certified HMA Plant Technician.

1.PG Asphalt Binder Grading. The Department will review the Supplier’s BO) submitted by the Contractor along with the COC and COA showing the corresponding certified test results for each Supplier Lot of PGAB from which the HMA Producer’s PGAB was obtained.

2.PG Asphalt Binder Content. The Engineer will test each HMA Acceptance sample obtained for PG Asphalt Binder Content in accordance with AASHTO T 308. The Sublot size and minimum frequency of Acceptance testing for PG Asphalt Binder Content will be as specified in Table 460.74 -1. Each material sample for PG Asphalt Binder Content will be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 460.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47.

3.Volumetrics (Air Voids). The Engineer will test each HMA Acceptance sample obtained for Volumetrics (Air Voids) in accordance with AASHTO T 312 and R 35. The requirement for Volumetric testing of laboratory compacted specimens applies to HMA mixtures for all pavement courses. The Sublot size and minimum frequency of Acceptance testing for Volumetrics will be as specified in Table 460. 74-1. Each material sample for Volumetrics will be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance wi th 460.65: Quality Control Sampling and Testing Requirements , Part A and AASHTO R 97 and R 47.

4.Combined Aggregate Gradation. Each HMA Acceptance sample obtained shall be tested for Combined Aggregate Gradation in accordance with AASHTO T 30. The Sublot size and minimum frequency of Acceptance testing for Combined Aggregate Gradation shall be as specified in Table 460.74 -1. Each material sample for Combined Aggregate Gradation shall be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 460.65: Quality Control Sampling and Testing Requirements , Part A and AASHTO R 97 and R 47. If the Acceptance test results for an individual Sublot fall outside of the Action Limits specified in Table 460.65 -2, the Engineer shall inform the Contractor so that they may evaluate the HMA production process and make any adjustments necessary to bring the Combined Aggregate Gradation back within the Action Limits. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.219 202 4 Edition Table 460.74- 1: Department ’s Acceptance Sampling and Testing of HMA Lots Quality Characteristic Test Method(s) Sublot Size Minimum Test Frequency Point of Sampling Sampling Method PG Asphalt Binder Content AASHTO T 308 1,200 tons 1 per Sublot (See Note 1) From Haul Vehicle at HMA Plant Random AASHTO R 97 and R 47 Combined Aggregate Gradation AASHTO T 30 1,200 tons 1 per Sublot (See Note 1) From Haul Vehicle at HMA Plant Random AASHTO R 97 and R 47 Volumetrics: Air Voids AASHTO T 312 and R 35 1,200 tons 1 per Sublot (See Note 1 ) From Haul Vehicle at HMA Plant Random AASHTO R 97 and R 47 In-place HMA Mat Density (Cores) AASHTO T 269 1,200 tons 1 per Sublot (See Note 1 ) From Compacted HMA Course Random AASHTO R 67 Thickness ASTM D3549 1,200 tons 1 per Sublot (See Note 1 ) From Compacted HMA Course Random AASHTO R 67 Note 1: In the event that the total HMA production for one calendar week is less than one Sublot, a minimum of one random Acceptance sample shall be obtained for the week’s production.

5.In-Place HMA Mat Density. The Engineer will test each HMA Lot produced and placed for In- place HMA Mat Density. The requirement for In -Place Density testing applies to all pavement courses as outlined below. Testing In -Place Density by Cores. Acceptance testing of HMA pavement courses for In -place Density will be performed using cores in accordance with the procedures outlined in 460.65: Quality Control Sampling and Testing Requirements , Part F(8)(b). The Sublot size and minimum frequency of Acceptance testing for In - place Density of HMA pavement courses by core will be as specified in 460.74 -1. In order to ensure that the correct maximum specific gravity is utilized to determine the In -Place Density of a core, the Engineer reserves the right to determine the maximum specific gravity of the core itself after its bulk specific gravity has been de termined and verified.

6.Thickness. Each HMA pavement course specified to be placed at a compacted thickness of 1 inch or greater, with the exception of the HMA pavement courses identified in 460.65: Quality Control Sampling and Testing Requirements , Part F(9), will be tested by the Engineer for Thickness using cores. Acceptance sampling and testing for Thickness of the applicable pavement courses shall be in accordance with AASHTO R 67 and ASTM D3549, respectively. The Sublot size and minimum frequency of Acceptance testing for Thickness will be as specified in Table 460.74 -1. 460.75: Lot Acceptance Determination Based on Inspection Results The Department ’s Acceptance Inspection results will be used in the final Acceptance determination for all HMA Lots (Lot Category D and E). Prior to final Acceptance of each HMA Lot produced and Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.220 202 4 Edition placed, the Department will periodically evaluate all Acceptance inspection information for the prepared underlying surface and the Lot. The materials and product workmanship for the completed work will be evaluated for conformance with the plans and the requirements specified in 460.43: Preparation of Underlying Surface through 460.51: Opening to Traffic . When the Acceptance information identifies deficiencies in either material quality or product workmanship for any underlying surface location or HMA Sublot(s), the location or Sublot(s) will be isolated and further evaluated by the Engineer through additio nal Acceptance inspection (or sampling and testing, if relevant or possible). Depending upon the findings of the additional Acceptance inspection activity, the Engineer will determine the disposition of the nonconforming work in accordance with Subsection 5.03: Conformity with Plans and Specifications . After each HMA Lot (and corresponding prepared underlying surface) is complete, including any corrective action, the Engineer will evaluate all Acceptance inspection information for the Work. The Department will accept the subject Work if the Engineer’s evaluation of all inspection information for the completed Lot (and underlying surface) indicates that the corresponding materials and product workmanship meet the specified requirements (provided the evaluati on of all Acceptance testing data for the subject work per 460.76: Lot Acceptance Determination Based on Testing Data also finds the work to be acceptable). 460.76: Lot Acceptance Determination Based on Testing Data Evaluation of Lot Category D and E Testing Data. Prior to final acceptance of each HMA Lot produced and placed; the Engineer will periodically evaluate all available Acceptance testing data for the Lot.

1.Conformance with Engineering Limits. The Engineer will evaluate all Acceptance testing data and Contractor QC testing data for each Lot to determine conformance with the Engineering Limits in Table 460.76 -1. Each Sublot test value for the Acceptance Quality Characteristics identified in Table 460.76 -1 shall be within the Engineering Limits. If a Sublot test result is outside of the Engineering Limits, the QC Manager and Engineer will further assess the Sublot quality to determine whether the material in the Sublot can remain in place. The Engineer will determine the disposition of the Sublot in accordance with Subsection 5.03: Conformity with Plans and Specifications. If the Engineer’s assessment determines that the material quality is not sufficient to permit the Sublot to remain in place the Sublot shall be removed and replaced. When a nonconforming Sublot is corrected or replaced, the Engineer will perform Acceptance testing of the Sublot and evaluate the test results for conformance with the Engineering Limits. Once the above requirements have been met, the Department will accept all completed Sublots.

2.Final Lot Acceptance Determination. For each HMA Category D and E Lot produced and placed, the Engineer will evaluate all Acceptance testing data for the Lot after all HMA Sublots are complete in- place. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.221 202 4 Edition After each HMA Lot is complete, including any corrective action, the Engineer will perform a final evaluation of all Acceptance data and Contractor QC data for the Lot. The Department will accept the Lot if the Engineer’s evaluation of all testing data for the Lot is in conformance with this specification and the contract documents. Table 460.76- 1: Quality Limits for Acceptance of HMA Lots Quality Characteristic Target Lower Engineering Limit Upper Engineering Limit PG Asphalt Binder Grading Per Binder Grade Specified Per Binder Grade Specified Per Binder Grade Specified PG Asphalt Binder Content Per JMF Target - 0.4% Target + 0.4% Volumetrics: Air Voids 4% 2% 6% In-Place HMA Mat Density (Cores) 95 % of G mm 91.5 % of G mm 98.5 % of G mm Thickness: (All Courses 1 ¼ inch or greater) Per Plans -30% of Target Thickness +30% of Target Thickness COMPENSATION 460. 90: Method of Measurement

A.Patching. HMA for Patching will be measured for payment by the ton and shall be the actual quantity complete, in place and accepted by the Engineer.

B.Tack Coat. Asphalt Emulsion for Tack Coat, as required by the plans or these specifications, will be measured by the gallon.

C.Joint Adhesive . HMA Joint Adhesive used for sealing all longitudinal joints and transverse joints in HMA pavement courses will be measured by the foot.

D.Hot Mix Asphalt. Hot Mix Asphalt pavement course mixtures will be measured by the ton and shall be the actual pavement course quantity complete, in place and accepted by the Engineer. The quantity shall be determined only by weight slips that have been properly countersigned by the Engineer.

E.Sweeping of Underlying Surface. Sweeping of the Underlying Surface prior to paving, as required by the plans or these specifications, will be measured by the hour. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.222 202 4 Edition F. Material Transfer Vehicle. A Material Transfer Vehicle, as required by the plans or these specifications, will be measured by the ton. 460. 91: Basis of Payment

A.Patching. HMA for Patching will be paid for at the contract unit price per ton of the HMA mixture type specified under Pay Item 451. Payment shall include all sawcutting, removal of existing distressed or unsound pavement, applying hot applied pavement joint adhesive to vertical faces, applying the tack coat to all required surfaces at the specified rate in accordance with 460.43: Preparation of Underlying Surface , Part G, and transportation, delivery, placement, and compaction of HMA for Patching in accordance with 460.43: Preparation of Underlying Surface, Part C.

B.Tack Coat. Asphalt Emulsion for Tack Coat will be paid for at the contract unit price per gallon of applied tack coat under Pay Item 452. Payment shall include sweeping existing surfaces and applying the tack coat to all required surfaces at the specified rate in acc ordance with 460.43: Preparation of Underlying Surface , Part G.

C.Joint Adhesive . HMA Joint Adhesive will be paid for at the contract unit price per foot of joint sealed under Pay Item 453. Payment shall include application of the joint adhesive to all longitudinal joints and transverse joints in HMA pavement courses as required and in accordance with 460.49: Hot Mix Asphalt Joints .

D.Hot Mix Asphalt Pavement. Each HMA pavement course will be paid for at the contract unit price per ton of in -place mixture under the HMA Pay Items specified. Payment shall include transportation, delivery, placement, and compaction of each HMA pavement course in accordance with 460.43: Preparation of Underlying Surface through 460.51: Opening to Traffic . Mobile lighting for nighttime milling and paving, in accordance with 460.47: Hot Mix Asphalt Placement, Part C, is considered incidental to the cost of each HMA pavement course placed. All sawcutting required for transverse joints or longitudinal joints in accordance with 460.49: Hot Mix Asphalt Joints shall also be included in the contract unit price for each HMA pavement course. All required sawcutting in the existing pavement in accordance with this specification will be included in the contract unit price for each HMA pavement course.

E.Contractor Quality Control. The Contractor's QC system will be considered incidental to the work and shall be included in the Contract unit price for each HMA pavement course. No separate payment will be made for any assistance provided by the Contractor to the Engineer in obtaining Acceptance samples. Failure of the Contractor to perform adequate QC in accordance with the specifications and the Contractor’s approved QC Plan will be justification for withholding payment. Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges II.223 202 4 Edition F. Sweeping of Underlying Surface Sweeping of Underlying Surface will be paid for at the contract unit price per hour under Pay Item

460.90 Payment shall include sweeping existing surfaces prior to paving in accordance with

460.43: Preparation of Underlying Surface, Part F.

G.Material Transfer Vehicle. The Material Transfer Vehicle will be paid for at the contract unit price per ton under Pay Item

460.91 Payment shall include the use of a material transfer vehicle during paving operations in

accordance with 460.47: Hot Mix Asphalt Placement, Part A. All respective items listed under 460.93: Payment Items shall be bid separately.

460.93 : Payment Items

460.22 SUPERPAVE Surface Course - 9.5 (SSC - 9.5) .................................................... Ton

460.221 SUPERPAVE Surface Course - 9.5 - Polymer (SSC - 9.5 - P) ........................ Ton

460.23 SUPERPAVE Surface Course - 12.5 (SSC - 12.5) .............................................. Ton

460.231 SUPERPAVE Surface Course - 12.5 - Polymer (SSC - 12.5 - P) ................... Ton

460.31 SUPERPAVE Intermediate Course - 12.5 (SIC - 12.5) .................................... Ton

460.32 SUPERPAVE Intermediate Course - 19.0 (SIC - 19.0) .................................... Ton

460.42 SUPERPAVE Base Course - 37.5 (SBC - 37.5) ................................................... Ton

460.51 SUPERPAVE Leveling Course - 4.75 (SLC - 4.75) ............................................ Ton

460.52 SUPERPAVE Leveling Course - 9.5 (SLC - 9.5) ................................................. Ton

460.53 SUPERPAVE Leveling Course - 12.5 (SLC - 12.5) ............................................ Ton

460.90 Sweeping of Underlying Surface ............................................................................ Hour

460.91 Material Transfer Vehicle ........................................................................................ Ton

SUB

Source: , Edition.

460HOT MIX ASPHALT PAVEMENT FOR LOCAL STREETS