770Sodding .

Ordinary borrow, gravel borrow and loam shall be furnished, placed and rolled in accordance with the requirements of Subsection 150: Embankment and as specified herein. Paving of shoulders shall be done in the manner specified in the particular section of these specifications relating to the kind of pavement or surfacing to be used in this work. At all times construction shall be so carried on that effective and adequate drainage will be provided. II.102 202 4 Edition The full widths of all shoulders except paved or sodded areas shall be reformed, trimmed, raked and rolled before the final completion of the work and the surface when finished shall conform to the proposed grade and cross section. COMPENSATION

445.80: Method of Measurement

All borrow materials for shoulders will be measured by the cubic yard in accordance with the provision of 150.80: Method of Measurement . Surfacing materials for paving shoulders will be measured as specified in the particular section for the kind of pavement required. Sodding will be measured by the square yard as specified in 770.80: Method of Measurement .

445.81: Basis of Payment

Payment for grading of shoulders composed of material obtained from excavation will be included in the price paid for removal and disposal of the type of excavation used. When composed of borrow, shoulders will be paid for at the contract unit price per cubic yard of borrow, of the kind required as specified in 150.81: Basis of Payment . Compensation for the removal and disposal of temporary shoulder material will be included in the contract unit price under the item for the kind of material used in the roadway pavement or permanent shoulder. When shoulders are paved with surfacing materials, such materials will be paid for at the contract unit prices for the kinds of materials used in the pavement as specified in the particular section relating to the kind of pavement or surface ordered. When sodding is used on shoulders, it will be paid for at the contract unit price per square yard , complete in place, as specified in 770.81: Basis of Payment . The fine -grading and rolling of the subgrade upon which shoulders are constructed will be paid for at the contract unit price per square yard under Item 170. Fine Grading and Compacting (In Subgrade Areas).

SUBSECTION 450: HOT MIX ASPHALT PAVEMENT DESCRIPTION

450.10: General

This work shall consist of producing and placing HMA pavement. 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 450.10-1. II.103 202 4 Edition Table 450.10-1 : HMA Pavement Courses & Mixture Types Pavement Course Mixture Type Mixture Designation Friction Course Open -Graded Friction Course – 9.5 – Polymer Open -Graded Friction Course – 9.5 – Asphalt Rubber OGFC -P OGFC -AR Surface Course SUPERPAVE Surface Course – 4.75 SUPERPAVE Surface Course – 4.75 – Polymer SUPERPAVE Surface Course – 9.5 SUPERPAVE Surface Course – 9.5 – Polymer SUPERPAVE Surface Course – 12.5 SUPERPAVE Surface Course – 12.5 – Polymer SUPERPAVE Surface Course – 19.0 SUPERPAVE Surface Course – 19.0 – Polymer Asphalt Rubber Gap Graded – 12.5 SSC – 4.75 SSC – 4.75 – P SSC – 9.5 SSC – 9.5 – P SSC – 12.5 SSC – 12.5 – P SSC – 19.0 SSC – 19.0 – P ARGG – 12.5 Intermediate Course SUPERPAVE Intermediate Course – 12.5 SUPERPAVE Intermediate Course – 12.5 – Polymer SUPERPAVE Intermediate Course – 19.0 SUPERPAVE Intermediate Course – 19.0 – Polymer SIC – 12.5 SIC – 12.5 – P SIC – 19.0 SIC – 19.0 – P Base Course SUPERPAVE Base Course – 25.0 SUPERPAVE Base Course – 37.5 SBC – 25.0 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 Bridge Surface Course SUPERPAVE Bridge Surface Course – 9.5 SUPERPAVE Bridge Surface Course – 9.5 – Polymer SUPERPAVE Bridge Surface Course – 12.5 SUPERPAVE Bridge Surface Course – 12.5 – Polymer SSC-B – 9.5 SSC-B – 9.5 – P SSC-B – 12.5 SSC-B – 12.5 – P Bridge Protective Course SUPERPAVE Bridge Protective Course – 9.5 SUPERPAVE Bridge Protective Course – 9.5 – Polymer SUPERPAVE Bridge Protective Course – 12.5 SUPERPAVE Bridge Protective Course – 12.5 – Polymer SPC-B – 9.5 SPC-B – 9.5 – P SPC-B – 12.5 SPC-B – 12.5 – P

450.20: Quality Assurance

This is a 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 core elements of Quality Assurance include: Contractor Quality Control (QC), Department Acceptance, Department Independent Assurance (IA), Dispute Resolution, Qualified Laboratories, and Qualified Personnel. Although Quality Assurance utilizes test results to control production and II.104 202 4 Edition determine acceptance of the HMA, inspection remains as an important element in controlling the process and accepting the product. The Contractor is responsible for providing an appropriate Quality Control System (QC 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 Control inspection, sampling, and testing in accordance with these specifications and the Contractor’s Quality Control Plan (QC Plan). 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 will be utilized in the acceptance determination for each Lot of material produced and placed. IA is the responsibility of the Department’s Research & Materials Section (RMS). The function of IA testing is to periodically provide an unbiased and independent evaluation of the sampling and testing procedures used in the acceptance decision. Contractor QC and Department Acceptance testing procedures and equipment will be evaluated by IA personnel using one or more of the following: observation, calibration checks, split sample comparison, or proficiency samples (homogeneous samples distributed and tested by two or more laboratories). QC and Acceptance testing personnel are evaluated by observation and split samples or proficiency samples.

The quality of each HMA pavement course 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 b e produced or placed by the same controlled process.” The Lot size and corresponding unit of measure is a function of the individual Quality Characteristic evaluated. Lot sizes for Quality Characteristics subject to Department Acceptance are as shown in Table 450.10 -2. 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. II.105 202 4 Edition Table 450. 10-2: HMA Lot Sizes Quality Characteristic Lot Size & Unit of Measure PG Asphalt Binder Grading Total Tons of HMA from all JMFs using the same PGAB Grade (from same PGAB Supplier), produced by a single plant and placed within same construction season. PG Asphalt Binder Content Total quantity of an HMA mixture type with the same JMF for the 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, not to exceed 18,000 tons. (See Table 450. 10-3). Volumetrics – Air Voids In-place Density Total quantity of an HMA mixture type with the same JMF for the 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, not to exceed 18,000 tons. (See Table 450. 10-3). Thickness Ride Quality (IRI) Total length (miles) of individual wheel paths (in all travel lanes and ramps) of in -place HMA with same JMF for same individual pavement course, produced by a single plant and placed within same construction season, and which is located within the same posted speed limit range as defined in Tables

450.771, 450. 77-2, and 450. 77-3

These Specifications establish three categories under which HMA Lots will be produced, placed, evaluated and accepted. Table 450.10 -3 below 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 HMA items, it is possible to have work performed under more th an one HMA Lot category.

When the total contract quantity of an HMA mixture type is <2,100 tons, it shall be classified as a Minor Lot (Category C Lot). When the total contract quantity of an HMA mixture type is ≥2,100 tons, but <7,500 tons, it shall be classified as a Small Lot (Category B Lot). When the total contract quantity of an HMA mixture type is ≥7,500 tons, but ≤15,000 tons, it shall be classified as a Large Lot (Category A Lot). When the total contract quantity of an HMA mixture type is >15,000 tons, each 15,000 tons will represent a Category A Lot. If the quantity remaining after all 15,000 ton Category A Lots is ≤3,000 tons, it shall be added to the final Lot providing a final Lot quantity not to exceed 18,000 tons. If the quantity remaining after all 15,000 ton Category A Lots is >3,000 tons, it shall constitute a separate Category A Lot. II.106 202 4 Edition If a Category 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 A and B Lots shall not be divided to produce multiple smaller category Lots without the prior approval of the District Quality Engineer and RMS.

Each HMA Lot will be divided into Sublots. The size of each HMA Sublot shall be as listed in Table

450.652 and Table 450.7 4-1. 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 quant ity and shall be identified and evaluated as the final Sublot. II.107 202 4 Edition Table 450. 10-3: HMA Lot Categories & Quality Assurance Requirements Quality Assurance Requirements Category A (Large Lot) Category B (Small Lot) Category C (Minor Lot) Total Quantity for individual Lot of HMA ≥7,500 tons, but ≤15,000 tons (See Note 1 ) ≥2,100 tons, but <7,500 tons <2,100 tons QC Plan Required: YES YES (See Notes 2 and 3 ) Contractor QC Inspection Required: YES ( 450.64: Quality Control Inspection ) YES ( 450.64: Quality Control Inspection ) YES ( 450.64: Quality Control Inspection ) Contractor QC Testing Required: YES ( 450.65: Quality Control Sampling and Testing Requirements ) YES ( 450.65: Quality Control Sampling and Testing Requirements ) YES ( 450.65: Quality Control Sampling and Testing Requirements ) Control Strip Required: YES NO NO Control Charts Required : YES NO NO QLA Required: YES YES NO MassDOT Acceptance Inspection Performed Minimum 25% of Sublots ( 450.73: Acceptance Inspection ) Minimum 50% of Sublots, but Minimum 3 Sublots ( 450.73: Acceptance Inspection ) 100% of Sublots (450.73: Acceptance Inspection ) MassDOT Acceptance Testing Performed: Minimum 25% of Sublots ( 450.74: Acceptance Sampling & Testing ) Minimum 50% of Sublots, but Minimum 3 Sublots ( 450.74: Acceptance Sampling & Testing ) 100% of Sublots (450.74: Acceptance Sampling & Testing ) QC Test Results included in MassDOT Acceptance Determination: YES (If Validated) YES (If Validated) NO Pay Adjustment Applied: YES ( 450.92: Pay Adjustment) YES ( 450.92: Pay Adjustment) NO Note 1: Category A Lots shall not exceed 18,000 tons as specified in 450.20: Quality Assurance , Part C(1). Note 2: If all HMA Lots fall under Category C then a QC Plan is not required. However, if any Lots on the project fall under Category A or Category B, then any Category C Lots must be addressed in the QC Plan. Note 3: 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. MATERIALS

450.30: General

Materials shall meet the requirements in the following Subsections 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 II.108 202 4 Edition 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

450.32: Hot Mix Asphalt Design

HMA mixtures shall be composed of the following: Mineral aggregate, mineral filler (if required), Performance Graded Asphalt Binder (PGAB), and as permitted, recycled materials. The Contractor shall be responsible for development of an HMA Laboratory Trial Mix Formula (LTMF) for each HMA mixture type specified for the contract in accordance with the requirements of 450.30: General. CONSTRUCTION PROCEDURES

450.40: General

Prior to the start of any work activity addressed in 450.43: Preparation of Underlying Surface throu gh 450.52: Opening to Traffic below , 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 contained in each section of their QC Plan as outlined in 450.61: Contractor Quality Control Plan . The meeting is intended to ensure that the Contractor has an adequate QC System in place and that the Contractor’s personnel are fully knowledgeable of the roles and activities for which they are responsible to achieve the specified level of quality. Co ntractor personnel required to attend the Construction Quality Meeting include the Construction Quality Control Manager (QC Manager) and all Superintendents. The Contractor shall provide a copy of the approved QC Plan for each Contractor and Department attendee of the meeting.

450.41: Control of Grade and Cross -Section

The Contractor will provide a longitudinal and transverse reference system, with a maximum spacing of 100 ft, for the purpose of locating and documenting sampling and testing locations and related uses. It is the Contractor’s responsibility to clearly mark this reference system in the field. Work related to this reference system is incidental and will be included as part of the Contractor’s QC System. The Department shall provide information tying in the Contractor’s reference system to the State Mile Marker 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 grading 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, where only one co urse of HMA is to be constructed, 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. II.109 202 4 Edition 450.42: Weather Limitations HMA shall only be placed on dry, unfrozen surfaces and only when the temperature requirements contained in Table 450.42 -1 below are met. If the temperature requirements contained in Table

450.421 are not met at any point throughout the paving shift, HMA p lacement 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 this specification 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. Regardless of any temperature requirements, OGFC mixtures shall not be placed after October 31 or before May 1 without the written permission of the Engineer. Table 450.42-1 : Temperature Limitations for HMA Placement HMA Pavement Course Lift Thickness ( in.) Minimum Air Temperature (°F) Minimum Surface Temperature (°F) Friction Course 1 50 55 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 two approved dial type thermometers with a temperature range of - 50°F to 500°F and two infrared pistol thermometer for each paving machine in operation on 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 II.110 202 4 Edition The thermometers will remain the property of the Contractor upon completion of the project.

450.43: 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.

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.

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. 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 450.30: General immediately prior to placing new HMA mixture adjacent to the vertical face.

Areas of existing HMA pavement courses that are significantly distressed or unsound shall be removed and replaced with patches using new Hot Mix Asphalt. 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 in area (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

: 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 II.111 202 4 Edition at a rate of application in accordance with 450.43: 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 four 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 using 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 Contractor shall test the in -place density of each patched area using a calibrated densit y gauge and record the test data for each patched area on NETTCP Test Report Forms (TRFs). 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).

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 this specification.

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 match the grade and cross -slope of the final pavement riding surface. Adjustment of all curbs, edging, and utilities shall be completed prior to the placement of the HMA Surface Course. When OGFC is specified to be placed over the Surface Course, all curbs, edging, and utilities shall be adjusted prior to placement of the HMA Surface Course mixture. Hand placement of HMA along curbs and edging or around utilities after placement and compaction of the Surface Course shall not be permitted.

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 im mediately prior to application of the tack coat.

A tack coat of asphalt emulsion, meeting the requirements of 450.30: General shall be uniformly applied to existing or new pavement surfaces prior to placing pavement courses as specified below. II.112 202 4 Edition 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 above, 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.

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: • System for heating the asphalt emulsion uniformly to specified temperature. • Thermometer for measuring the asphalt emulsion temperature. • Adjustable full circulation spray bar. • 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 under Item 451 or when the Engineer agrees that the area is inaccessible to the distributor. Regardless of application method the tack application rates shall meet the requirements below. T he use of gravity distributors is not allowed.

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 shall be offset at an angle from the spray bar to p revent 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 that it is at the proper height above the pavement su rface 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 pavement receives spray from exactly three nozzles. II.113 202 4 Edition Tack coat application rates for specific surface conditions shall be in accordance with the following:

to 0.08 gallons per square yard

square yard Specified application rates are based on a 57/43 residual to water ratio. The residual amount of tack is defined as the remaining asphalt after the tack coat has set and all water has evaporated. The application rate of the tack coat emulsion shall be set at a rate that achieves the specified residual amount. Tack coat shall be applied to cover a minimum of 95% of the pavement surface.

The asphalt emulsion temperature and application rate shall be periodically measured and properly recorded by the Contractor on NETTCP Inspection Report Forms (IRFs). If the temperature or application rate is determined to not be in conformance with the sp ecification requirements above, the Contractor shall make appropriate adjustments to the tack application operations.

450.44: 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’s QC Manager 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 for MassDOT projects. Any violations of this policy shall be reported to the Engineer and subject to the following actions:

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 violate this policy after the initial inspection, the Engineer shall issue a Deficiency Report (DR) and the haul unit and driver shall be suspended from the project until a written corrective action is proposed and approved by the Engineer. 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. The Engineer shall issue a DR and the haul unit and driver shall be suspended from the project until a written corrective action is proposed and approved by the Engineer. II.114 202 4 Edition 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, MTV , rollers, plate compactors, and tools. Any use of an unapproved release agent will result in the termination of placement operations and the removal of contaminated materials. The Engineer shall issue a DR and paving operations will not be allowed to resume until a written corrective action is submitted and approved by the Engineer.

If a Contractor or any of their Subcontractors is found to repeatedly violate this policy it may result in further actions taken by the Engineer including filing a report with the Department of Environmental Protection.

450.45: Hot Mix Asphalt Production

HMA production shall conform to the requirements of 450.30: General.

450.46: Hot Mix Asphalt Transportation and Delivery

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 450.44: 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.

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.

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. II.115 202 4 Edition 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 t hermometer at the minimum frequency indicated in the approved QC Plan. All QC temperature measurement results of the delivered HMA mixture shall be recorded on NETTCP IRFs. The Contractor shall also visually inspect the delivered HMA for crusting or material

QC Plan.

450.47: Hot Mix Asphalt Placement

For projects on all controlled access highways with HMA Category A Lots, a Material Transfer Vehicle (MTV) will be required. An MTV shall also be required for all pavement courses requiring Ride Quality testing (IRI). The MTV shall be used to place each pavement course, with the exception of base and leveling courses, on the mainline of the traveled way including all travel lanes, auxiliary lanes, and collector/distributor (C/D) lanes.

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:

which shall receive HMA from the trucks and independently deliver the mixture from the trucks to the paver.

length longitudinally mounted counter -rotating screw augers to continuously blend and feed the mixture through the paver to the screed.

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. II.116 202 4 Edition The MTV shall operate in the adjacent lane and not travel on the tack coat when the Engineer and Construction QC Manager determine that the project conditions and safety allow. In these instances, only the paver will be allowed on the tack coat.

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.

Each HMA pavement course shall be placed with one or more pavers at the specified grade, cross - slope, and lift thicknesses.

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 receiving hopper having sufficient capacity to ensure a uniform and continuous placement operation. • Automatic feed controls, which are properly adjusted to maintain a uniform depth of material ahead of the screed. • 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. • An adjustable vibratory screed with full -width screw augers and heated for the full width of the screed. • Capable of spreading and finishing HMA pavement courses in widths at least 12 in. more than the width of one travel lane. • Capable of being operated at forward speeds to satisfactorily place the HMA.

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. If the Construction QC Manager or the Engineer determines that the paver excessively changes speed or stops, then II.117 202 4 Edition stoppage of the paving operation may be required until such time the Contractor is able to correct the deficiency.

Whenever 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 paving equipment, including 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 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. 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.

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. Each HMA pavement course behind the paver shall be divided into longitudinal Sublots of 500 ft. The mat temperature differential of the uncompacted HMA shall be measured at a minimum of one location in each Sublot along a straight transverse line behind the paver at a minimum frequency of once per Sublot. 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 and recorded on NETTCP IRFs. The difference between the highes t 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 II.118 202 4 Edition for inspecting the HMA mat during placement, identifying and troubleshooting material segregation or temperature related segregation, and implementing corrective action.

450.48: Hot Mix Asphalt Compaction

The Contractor shall employ compaction equipment as outlined in the approved QC 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 i n-place density and specified course thickness.

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 Construction QC Manager and Engineer determine that 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 prev ent the roller from leaving mat deficiencies. The Contractor shall outline in the QC Plan the proposed rolling sequence for each HMA pavement course to be placed. For HMA Category A Lots, the initial rolling pattern for each pavement course will be confirmed or adjusted during placement of the Control Strip in accordance with the requirements of 450.51: HMA Mix Design Verification and Control Strip Requirements, Part B. As the Lot placement progresses during the construction season, the rolling pattern shall be adjusted as necessary to achieve the specified HMA in -place density. The rolling pattern shall be noted in the Quality Control Daily Diary. If there is a major change to the rolling pattern, such as the addition or subtraction of a roller and the subsequent individual pavement mat quality characteristic test results fall below the Specification Limits, then a new Control Strip shall be performed.

Rubber tire rollers will not be permitted on Open -Graded Friction Course (OGFC) mixtures. Vibratory and oscillatory rollers shall be operated in static mode. Initial rolling of OGFC should be accomplished with the breakdown roller within a short distance of the paver. Any subsequent rolling shall be accomplished without over -rolling the mixture. Breakdown and intermediate rolling of OGFC shall be completed before the material has cooled to 195 °F.

The compacted HMA pavement course shall be free of mat deficiencies listed below and shall meet the requirements for in -place density, thickness, and ride quality specified in 450.65: 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 which is determined to be segregated through procedures established in the QC Plan. The Contractor will also test each Sublot for in -place density, thickness, II.119 202 4 Edition and ride quality as specified in 450.65: Quality Control Sampling and Testing Requirements , Part F. Mat deficiencies include, but are not limited to: • Material (physical) segregation • Wavy surface • Tearing of the mat • Non -uniform mat texture • Screed marks • Poor pre -compaction • Poor mix compaction • Poor Joints • Transverse (check) cracking • Mat shoving under roller • Bleeding or fat spots in the mat • Roller marks

450.49: 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 standards traightedge.

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 course. 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. 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 450.30: General. The asphalt sealer temperature and application rate for each pavement course shall be established in the Contractor’s QC Plan and shall follow the Manufacturer’s recommendation. No reheating of the joint face shall be permitted. Equipment used to apply t he hot applied pavement joint adhesive shall be capable of maintaining the sealer at the established temperature and II.120 202 4 Edition application rate sufficient to uniformly coat the vertical joint face without runoff or accumulation of the asphalt sealer.

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.

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 450.30: 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 be established in the Contractor’s QC Plan and shall follow the Manufacturer’s recommendation. 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 450.43: Preparation of Underlying Surface prior to placement of the HMA.

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 450.49 -1 below. In instances where the joint will not be subjected to traffic prior to the adjacent pass being pla ced the maximum thickness may be increased to 5 in. 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. II.121 202 4 Edition Hot applied pavement 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 450.43: Preparation of Underlying Surface prior to placement of the adjacent pull of HMA. Figure 450.49 -1: Notched Wedge Joint

The hot applied pavement joint adhesive temperature and application rate shall be measured and properly recorded by the Contractor on NETTCP IRFs 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 through procedures established in the QC Plan. Finished 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 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 Contracto r 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 450.65: Quality Control Sampling and Testing Requirements, Part F. All joint inspection and testing data shall be recorded on NETTCP IRFs and TRFs.

450.50: HMA Pavement on Bridges

HMA pavement courses for bridge decks shall consist of a Bridge Protective Course, placed first, followed by a Bridge Surface Course. The maximum amount of Recycled Asphalt Pavement (RAP)

II.122 202 4 Edition used in HMA pavement courses for bridge decks shall not exceed 15%. All Bridge Protective Course mixtures shall be treated with an approved anti -stripping compound as specified under 450.30: General. The addition of anti -strip incorporated in the HMA mixture shall be in accordance with the anti -strip Manufacturer’s recommendation. The Bridge Protective Course and Bridge Surface Course shall be placed only after all curbing and edging, when included in the work, are in place. The Bridge Protective Course shall be placed within 24 hours after the membrane waterproofing has been placed. No vehicular traffic shall be permitted over any bare membrane waterproofing . Equipment used for placement and compaction of the Bridge Protective Course and Bridge Surface Course shall be sufficient to place the HMA mixture at the required grade, cross -slope, thickness, and in -place density without damaging the underlying membrane waterproofing. Rollers will not be allowed to use the vibratory function when compacting the mat. Rollers operated in oscillatory mode may be permitted.

The Contractor shall inspect and test each Sublot of Bridge Protective Course HMA mixture and Bridge Surface Course HMA mixture in accordance with the requirements for mixture temperature, mat temperature, segregation, and joint quality as specified in 450.43: Preparation of Underlying Surface through 450.52: Opening to Traffic . QC sampling and testing of each Sublot shall be performed for all HMA loose mix Quality Characteristics specified in 450.65: Quality Control Sampling and Testing Requirements, Part F. The in -place density of the Bridge Protective Course and Bridge Surface Course shall be randomly tested using a calibrated density gauge and the test data recorded on NETTCP TRFs. The in -place density of the Bridge Protective Course and Bridge Surface Course shall be not less than 90% of the maximum theoretical density of the mixture as determined by AASHTO T 209 Method A and tested per AASHTOT 343 or T 355. Cores shall only be allowed for Dispute Resolution. When the HMA Bridge Surface Course is placed in conjunction with mainline pavement, QC testing for ride quality shall be performed as specified in 450.65: Quality Control Sampling and Testing Requirements, Part F(11).

450.51: HMA Mix Design Verification and Control Strip Requirements

For all pavement courses with HMA Lots falling under Lot Category A (Large Lots), the HMA mix design Verification and Control Strip procedures outlined below shall apply.

The Contractor shall develop and submit a Laboratory Trial Mix Formula (LTMF) for each HMA mixture type, which is to be proposed as a Job Mix Formula (JMF), a minimum of 60 days prior to the start of HMA production in accordance with the requirements of 450.30: General and MassDOT’s Asphalt Mix Design approval process. The Contractor shall not proceed to HMA production for the Control Strip as outlined below until the LTMF is verified by the Department.

For all HMA pavement courses with Lots falling under Category A (Large Lots), with the exception of Leveling Courses, the Contractor shall produce and place a Control Strip Lot on the first day of HMA production. II.123 202 4 Edition The Control Strip will be used to verify that the HMA can be produced per the LTMF, to establish compaction patterns, and to verify that the equipment and processes for lay -down and compaction are capable of providing the HMA pavement course in conformance with these specifications. The Control Strip Lot shall be placed in the same manner planned for the full production Lot. This shall include paving with the same equipment and personnel, at the same speed, and using the same number of rollers as will be us ed during full production. If the paving operation is significantly changed after the Control Strip then the Engineer may require that another Control Strip be performed. The Control Strip Lot shall consist of a minimum of 600 tons of HMA, but not more than 1,800 tons. Each Control Strip will be divided into 3 equal Sublots. The Contractor and the Department will both perform inspection, sampling, and testing on the Contro l Strip and evaluate the corresponding data as outlined below. The Engineer may waive the requirement for a Control Strip in its entirety or for evaluation of the plant production Quality Characteristics, if all of the following requirements are met: • The Contractor has placed a passing (i.e. , Verified) Control Strip in the same calendar year. • The Verified Control Strip was for an HMA pavement course with the same LTMF produced by the same HMA plant. • The Verified Control Strip was for a pavement course with the same lift thickness (±15%). • The Contractor’s most recent Category A Lot represented by the Verified Control Strip has a Quality Level of 90 PWL or better (for each Quality Characteristic) in the same calendar year.

The Contractor’s QC personnel shall perform inspection of each Control Strip Sublot at both the HMA production facility and at the site of HMA field placement. The specific items to be inspected for the Control Strip shall include the four primary inspecti on components (Equipment, Materials, Environmental Conditions, Workmanship) in accordance with the requirements of Table 450. 64-3, Table 450.64 -4, and as specified in the Contractor’s approved QC Plan. The Department will also inspect each Control Strip Sublot for the inspection components of Materials and Workmanship.

The Contractor and the Department shall independently sample and test the Control Strip Lot for the Quality Characteristics identified in Table 450.51 -1. The Contractor and the Department shall independently sample and test each Sublot produced and placed. Each Contractor QC sample and each Agency Acceptance sample shall be randomly obtained from each Sublot in accordance with 450.65: Quality Control Sampling and Testing Requirements , Part A and the prescribed sampling protocols for each Quality Characteristic as outlined in 450.65: Quality Control Sampling and Testing Requirements , Part F. Split samples shall be retained for each Sublot by both the Contractor and the Department in accordance with 450.65: Quality Control Sampling and Testing Requirements , Part D. II.124 202 4 Edition (3) Evaluation of Control Strip Inspection Data. The Contractor and the Department shall each evaluate their respective Control Strip inspection data against the requirements for Materials and Workmanship specified in 450.43: Preparation of Underlying Surface through 450.52: Opening to Traffic .

The Contractor and the Department shall each evaluate their respective individual Sublot test results against the Control Strip Quality Limits in Table 450.51 -1. The Contractor and the Department shall also evaluate the Control Strip Lot Quality Level (represented by PWL) using the Specification Limits in Table 450.51 -1 for those Quality Characteristics subject to Quality Level Analysis (QLA). The Contractor’s QC test data shall be subject to Validation against the Agency’s Acceptance test data in accordanc e with 450.77: Lot Acceptance Determination Based on Testing Data and, if Validated, shall be combined with the Acceptance test data to determine the Lot Quality. The Control Strip Lot Quality Level must be 70 PWL or greater and shall be evaluated in accordance with 450.77: Lot Acceptance Determination Based on Testing Data Part A. II.125 202 4 Edition Table 450.51-1 : Control Strip Quality Limits Quality Characteristic Target Specification Limits LSL USL Engineering Limits LEL UEL Acceptance Limit PG Asphalt Binder Grading Per Binder Grade specified N/A N/A Per M3.01.0: Performance Graded Asphalt Binder N/A PG Asphalt Binder Content Per LTMF Target – 0.3% Target + 0.3% Target – 0.4% Target + 0.4% ≥70 PWL Volumetrics: Air Voids 4% 2.7% 5.3% 2% 6% ≥70 PWL Combined Gradation: Passing #4 and Larger Sieves Per LTMF N/A N/A Target – 7% Target + 7% N/A Combined Gradation: Passing #8 Sieve Per LTMF N/A N/A Target – 5% Target + 5% N/A Combined Gradation: Passing #16 to #50 Sieve Per LTMF N/A N/A Target – 4% Target + 4% N/A Combined Gradation: Passing #100 Sieve Per LTMF N/A N/A Target – 3% Target + 3% N/A Combined Gradation: Passing #200 Sieve Per LTMF N/A N/A Target – 1.5% Target + 1.5% N/A In-Place HMA Mat Density (Cores) 95% of Gmm 92.5% of Gmm 97.5% of Gmm 91.5% of Gmm 98.5% of Gmm ≥70 PWL Thickness: (All Courses 1 in. or greater) (See Not e 1) Per Plans -20% of Target Thickness +20% of Target Thickness -30% of Target Thickness +30% of Target Thickness ≥70 PWL Ride Quality: Posted Speed Limit ≥55 mph (See Not e 1) 50 in ./mi N/A 70 in ./mi N/A 80 in ./mi ≥70 PWL Ride Quality: Posted Speed Limit ≥40 mph, but <55 mph (See Note 1) 70 in ./mi N/A 100 in ./mi N/A 110 in ./mi >70 PWL Note 1: To be evaluated for applicable pavement courses subject to testing per 450.65: Quality Control Sampling and Testing Requirements , Par t F. The Quality Limits for Ride in this table shall only apply to Control Strips for the final pavement course (HMA Surface Course or Friction Course). For pavement courses below the final pavement course that are subject to Ride Quality testing, the Mean IRI for the Control Strip Sublots shall be less than or equal to the Maximum Mean IRI values in Table 450. 65-4.

In order for a Control Strip Lot and corresponding LTMF to be Verified, the following criteria must be met: II.126 202 4 Edition a) All Attributes inspected for each Sublot must meet the specification requirements in Table

450.733

Control of Grade and Cross -Section , Part B, Parts (3) and (4) above and the Lot Quality for each applicable Quality Characteristic in Table 450.5 1-1 is ≥70 PWL, the Control Strip Lot and LTMF shall be declared “Verified. ” In such event, the LTMF shall become the JMF for the Lot and the Contractor may proceed with production and placement of the first HMA Lot.

conformance. The Contractor must submit proposed adjustment(s) to the LTMF and/or the production process and/or placement process. If adjustments to the LTMF are “major” (as defined in Table 1 of AASHTO R 42), the Contractor will be required to submit a new LTMF for laboratory verification by the Engineer per the requirements of 450.51: HMA Mix Design Verification and Control Strip Requirements , Part A. If proposed adjustment(s) are accepted by the Engineer, the Contractor may proceed with a subsequent Control Strip.

LTMF and/or the production process and/or placement process. ii. If the computed PWL for any Quality Characteristic, with the exception of thickness, is <60 PWL, the Control Strip Lot will be determined rejected and shall be removed. If the mean thickness of the Lot is greater than the target, it may remain in place, bu t payment will be based upon the HMA tonnage calculated at the target thickness. iii. For any Control Strip that is not Verified, the Contractor shall prepare a Corrective Action Plan for the nonconforming Control Strip Lot. The corrective method(s) proposed by the Contractor shall be subject to the approval of the Department and shall be p erformed at the Contractor's expense. iv. When a Control Strip is not Verified, all subsequent Control Strips shall be tested for all applicable Quality Characteristics. For these subsequent Control Strips, no waivers will be allowed for evaluation of either plant production or field Quality Chara cteristics.

st and 2nd Control Strip For each Control Strip Lot that has been Verified, payment shall be determined for each individual Quality Characteristic in accordance with the pay adjustment provisions of 450.92: Pay Adjustment .

Quality Characteristic shall be 100% of the Contractor’s bid price for the pay item quantity placed on the Control Strip. ii. If the Lot Quality Level for an individual Quality Characteristic is >90 PWL, payment for the Quality Characteristic shall be an incentive amount determined in accordance with 450.92: Pay Adjustment . II.127 202 4 Edition iii. If the Lot Quality Level for an individual Quality Characteristic is ≥60 PWL, but <90 PWL, payment for the Quality Characteristic shall be a disincentive amount determined in accordance with 450.92: Pay Adjustment. iv. If the computed Quality Level for an individual Quality Characteristic is <60 PWL, the Control Strip Lot will be determined rejected and removed in accordance with 450.51: HMA Mix Design Verification and Control Strip Requirements , Part B(5) and shall receive no payment.

rd Control Strip If a 3rd Control Strip Lot is placed and is Verified, payment shall be limited to a maximum of 75% of the Contractor’s bid price for the entire pay item quantity placed on the Control Strip, regardless of the actual calculated Quality Level for the Lot. If a 3rd Control Strip Lot is placed and is not Verified, payment shall be limited to a maximum of 70% of the Contractor’s bid price for the entire pay item quantity placed on the Control Strip, regardless of the actual calculated Quality Level for the Lot. If the computed Quality Level for an individual Quality Characteristic is <60 PWL, the Control Strip Lot will be determined rejected and removed in accordance with 450.51: HMA Mix Design Verification and Control Strip Requirements , Par t B(5) , and shall receive no payment.

th or Subsequent Control Strip If a 4th or subsequent Control Strip Lot is placed and is Verified, payment shall be limited to a maximum of 65% of the Contractor’s bid price for the entire pay item quantity placed on the Control Strip, regardless of the actual calculated Quality Level for the Lot. If a 4th or subsequent Control Strip Lot is placed and is not Verified, payment shall be limited to a maximum of 60% of the Contractor’s bid price for the entire pay item quantity placed on the Control Strip, regardless of the actual calculated Quality Level for t he Lot. If the computed Quality Level for an individual Quality Characteristic is <60 PWL, the Control Strip Lot will be determined rejected and removed in accordance with 450.51: HMA Mix Design Verification and Control Strip Requirements , Par t B(5) , and shall receive no payment.

450.52: 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°F 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 II.128 202 4 Edition 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

450.60: General

The Contractor shall provide a Quality Control System (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 Quality Control inspection, sampling, testing, data analysis, corrective action (when necessary), and documentation as outlined further below.

450.61: Contractor Quality Control Plan

For projects with HMA Category A Lots (Large Lot) or Category B Lots (Small Lot), the Contractor shall provide and maintain a detailed Quality Control Plan (QC Plan). If all HMA Lots fall under Lot Category C (Minor Lot) then a QC Plan is not required. Ho wever, if any Lots on the project fall under Lot Category A or Category B, then any Category C 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, Prod ucers) performing work required under this specification. The QC Plan is not intended to be a generic document, but rather must be project specific. 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.

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 one hard copy and one electronic copy of the QC Plan to the Engineer for approval not less than 30 days prior to the start of any work activities related to HMA pavement construction (including preparation of underlying surface) addressed in 450.43: Preparation of Underlying Surface throu gh 450.52: Opening to Traffic . The Contractor shall not start work on the subject work items without an approved QC Plan.

The QC Plan shall be structured to follow the format and section headings outlined in the MassDOT Model QC Plan. The pages of the QC Plan shall be sequentially numbered. The QC Plan shall address, in sufficient detail, the specific information requested under each section and subsection contained in the MassDOT Model QC Plan.

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 Department to be insufficient. Approval of the QC Plan does not imply any warranty by the Engineer 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 II.129 202 4 Edition Department for approval a minimum of three calendar days prior to the proposed changes being implemented.

450.62: Quality Control Personnel Requirements

The Contractor’s Quality Control 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 q ualified 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 accordance with 450.61: Contractor Quality Control Plan , Part C.

The Contractor’s QC System and QC Plan shall be administered by a qualified project assigned Construction Quality Control Manager (QC Manager). The QC Manager must be a full -time employee of the Contractor or a Quality Control consultant engaged by the Con tractor. 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 shall be certified by the NETTCP as a Quality Assurance Technologist. For projects having only HMA Category C Lots, the Contractor may submit alternate qualifications for the QC Manager acceptable to the Department.

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 ade quately implement the minimum QC requirements contained in this specification and as outlined in the approved QC Plan. A minimum of one qualified Plant QCT shall be present at each production facility location. HMA will not be accepted by the Department unless the Plant QCT is physically present at the plant during production and correctly performs the required QC inspection, testing and documentation. All Plant QCTs shall be certified as an HMA Plant Technician by the NETTCP.

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 QC requi rements contained in this specification and as outlined in the approved QC Plan. II.130 202 4 Edition All Laboratory QCTs shall be certified as a HMA Plant Technician by the NETTCP.

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 implement the minimum QC requirements contained in this specification and as outlined in the approved QC Plan. A minimum of one qualified Field QCT will be present at each field placement site. HMA will not be accepted by the Department unless the Field QCTs is physically present at the site during pre -placement and placement operations and correctly performs the required QC inspection, testing and documentation. All Field QCTs shall be certified as a HMA Paving Inspector as certified by the NETTCP.

450.63: Quality Control Laboratory Facility Requirements

All Contractor QC testing shall be performed in laboratories qualified through the NETTCP Laboratory Qualification Program (LQP) or accredited through the AASHTO Accreditation Program (AAP). The QC laboratory shall conform to 450.30: General.

450.64: 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 Department Acceptance inspection for Quality Control purposes. The Engineer shall be provided the opportunity to monitor and witness all QC inspection . QC inspection activities must address the following four primary components:

The minimum frequency of QC inspection activity shall be in accordance with the requirements below and as outlined in the approved QC Plan. The results and findings of QC inspection shall be documented on NETTCP Inspection Report Forms (IRFs).

The Contractor’s personnel will perform QC inspection during preparation of the underlying surface in accordance with the requirements of 450.43: Preparation of Underlying Surface. The minimum items to be inspected shall be as outlined in Table 450.6 4-1 and Table 450.64 -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

1 and Table 450.64 -2

II.131 202 4 Edition Table 450.64- 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 Da y (See Not e 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 Not e 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.

II.132 202 4 Edition Table 450. 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 (See Not e 1) 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 Not e 2) At Paving Site Check Measurement Workmanship Asphalt Emulsion Application Rate (See Not e 1) From Tack Distributor System Check Measurement Note 1: The Asphalt Emulsion Temperature and Application Rate shall be checked as follows: • After application of the first 1,000 lane -feet per HMA pavement course. • After application of the next 1,500 lane -feet per HMA pavement course. • After application of the next 2,500 lane -feet per HMA pavement course. • Thereafter, a minimum of once per 5,000 lane- feet each day. Note 2: As a minimum, the temperature measurements of the air and underlying surface shall be obtained prior to starting the tack coat placement.

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 450.43: Preparation of Underlying Surface through 450.52: Opening to Traffic and as outlined in Table 450.8 and Table 450.9. 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 450.8 and Table 450.9. Wheel Path Deviations. 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, a nd structures that are within 3 ft of a wheel path shall be inspected for Wheel Path Deviations. 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 450.64 -4, and in the approve d Contractor QC Plan. Each random inspection location shall be established by determining a randomly selected distance along II.133 202 4 Edition the wheel path in accordance with 450.65: 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. The Contractor shall re -inspect any Sublots where corrections are made and provide the Engineer with a copy of the inspection data for the corrected Sublots. II.134 202 4 Edition Table 450. 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 MAS 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 at Plant 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 (See Note 2 ) 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. Note 2: As a minimum, the air temperature measurements and precipitation forecast shall obtained prior to starting the HMA Plant operation. II.135 202 4 Edition Table 450. 64-4 : Minimum QC Inspection at HMA Placement Locations 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 Rubberized Asphalt Sealant (Correct Type) Per QC Plan Per QC Plan Check Manufacturer COC Temperature of Delivered HMA Mix 4 per Day (See Not e 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 (See Not e 2) 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 Rubberized Asphalt Sealant Application Rate Once per 1,000 ft per joint Joint Vertical Face Check Measurement Temperature Differential in HMA Mat Once per 500 ft per pavement course HMA Mat Behind Paver Per 450.47: 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 Once per 500 ft per joint At Finished Joint 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 shall be taken from the first or second load. Note 2: As a minimum, the temperature measurements of the air and underlying surface shall be obtained prior to starting the HMA placement. II.136 202 4 Edition 450.65: 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 Quality Control 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 450. 65-1 and Table 450.65 -2. When a test method has been updated or superseded, the superseding specification shall be used. I f 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 containers for all material samples. The Engineer shall be provided the opportunity to m onitor and witness all QC sampling and testing.

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 450.65 -1 and Table 450.65 -2. 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 a nd placement of the relevant Sublots.

The Contractor’s QC System will 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 a Department random Acceptance sample. Selective QC samples shall not be used as a basis to dispute Department Acceptance test results.

The Contractor shall establish a reliable system for the identification of all QC samples obtained. All PG Asphalt Binder samples, HMA loose mixture samples, and core samples shall be correctly labeled with the following minimum information: II.137 202 4 Edition (a) Contract No.

All QC sampling data for Ride Quality and Wheel Path Deviations will be identified by the Contractor as directed by the Engineer. The Contractor’s system and procedures for identification of QC samples shall be outlined in the approved QC Plan.

The Contractor’s qualified QC personnel shall obtain all material samples (PGAB samples, HMA loose mix samples, and cores) for QC testing. The Contractor will retain split samples from each PGAB sample and 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 t ested. These split samples (PGAB samples, HMA loose mix samples, and cores) will only be utilized if necessary, in the Dispute Resolution process. The retained split samples may be discarded prior to the required 30 days when agreed upon by the Contractor and the Department.

The Contractor’s QC personnel will perform QC testing during preparation of the underlying surface. All QC testing shall be in accordance with the current AASHTO, ASTM, NETTCP, or Department procedures specified in Table 450. 65-1 . The Engineer shall be provided the opportunity to monitor and witness all QC testing. II.138 202 4 Edition Table 450. 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 308 150 tons 1 per Sublot From Haul Vehicle at Plant Random AASHTO R 97 HMA Patching Mixture: Combined Agg. Gradation AASHTO T 30 150 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) 150 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 sq. ft per each Patch Area 1 per Sublot From Compacted HMA Patch Random AASHTO T 343 or T 355

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 450.65 -2 and the procedures outlined belo w. Table 450. 65-2 : Minimum QC Sampling & Testing of HMA Lots Quality Characteristic Test Method(s) Sublot Size Minimum Test Frequency Point of Sampling Sampling Method PG Asphalt Binder Grading Per M3.01.0: Performance Graded Asphalt Binder Per Supplier QC Plan or 24,000 tons of HMA per 450.65: Quality Control Sampling and Testing Requirements , Part F(1) See 450.65: Quality Control Sampling and Testing Requirements , Part F(1) See 450.65: Quality Control Sampling and Testing Requirements , Part F(1) Random AASHTO R 66 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 II.139 202 4 Edition Quality Characteristic Test Method(s) Sublot Size Minimum Test Frequency Point of Sampling Sampling Method PG Asphalt Binder Content AASHTO T 308 600 tons 1 per Sublot (See Note 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 Combined Aggregate Gradation AASHTO T 30 600 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) 600 tons 1 per Sublot (See Note 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 Bulk Specific Gravity AASHTO T 166 (Method A) 600 tons 1 per Sublot (See Note 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 Bulk Specific Gravity

Production 1 per Sublot (See Note 1) From Haul Vehicle at Plant Random AASHTO R 97 and R 47 Volumetrics: Air Voids, VMA, VFA AASHTO T 312 and R 35 600 tons 1 per Sublot (See Note 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 355 150 tons 1 per Sublot (See Note 1) From Compacted HMA Course Selective & Random AASHTO T 343 or T 355 In-place HMA Mat Density

(See Note 1) From Compacted HMA Course Random AASHTO R 67 Thickness ASTM D3549 600 tons 1 per Sublot (See Note 1) From Compacted HMA Random AASHTO R 67 Transverse Joint Density AASHTO T 343 or T 355 Each Joint 1 per Sublot (See Note 1) At Finished Joint Random AASHTO T 343 or T 355 Longitudinal Joint Density AASHTO T 343 or T 355 500 ft per Joint 1 per Sublot (See Note 1) At Finished Joint Random AASHTO T 343 or T 355 Ride Quality

per 450.65: Quality Control Sampling and Testing Requirements , Part F(11) 0.1 miles per each Wheel Path 3 Runs per Sublot Each Pavement per 450.65: Quality Control Sampling and Testing Requirements , Part F(11) Random p er

: Quality

Control Sampling and Testing Requirements , Part F(11) Note 1: In the event that the total daily HMA production is less than one Sublot, a minimum of one random QC sample shall be obtained for the day’s production. II.140 202 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 Certificate of Compliance (COC) along with copies of the Certificate of Analysis (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 Bill of Ladings (BOL) for the Lot of PGAB being used shall be kept in the Contractor’s QC labora tory. For crumb rubber modified asphalt binder the Contractor shall submit the COC, COA, and BOLs for the virgin unmodified binder. The Contractor shall also provide the COC and BOLs for the crumb rubber and documentation that it was added to the virgin binder at the required dosage. If the Contractor adds to or 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 -ton HMA Sublot, as defined in Table 450.65 -2, to determine conformance with with M3.01.0: Performance Graded Asphalt Binder. . A minimum of two 1 -qt containers of PGAB shall be obtained for each PGAB sample in accordance with AASHTO R 66. All QC samples shall be split prior to testing and the untested portion of the sample shall be retained for a minimum of 30 days. For HMA Category A Lots incorporating greater than 25% RAP by weight of the mix in the job- mix formula, the Contractor shall perform full asphalt binder grade testing on a minimum of one random sample from the Control Strip and from each Sublot as specifie d in Table 450.65 -2 during HMA Lot production. The QC testing shall follow the procedures for developing a blending chart as provided in AASHTO M 323 Appendices X1 to X3. The PG Asphalt Binder Grade test results, as depicted by the blending chart, shall co nform to the specified PGAB grade for the HMA pavement course mixture.

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.

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 450.65 -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 450.65: Quality Control Sampling and Testing Requirements , Part A and AASHTO R 97 and R 47. II.141 202 4 Edition (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 450.65 -2. Each material sa mple for Combined Aggregate Gradation shall be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 450.65: Quality Control Sampling and Testing Requirements , Part A and AASHTO R 97 and R 47. The QC test results of Combined Aggregate Gradation must be plotted on Control Charts with Action Limits. Minimum Action Limits are provided in Table 450.65 -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 established Action Limits, the Contractor shall evaluate the HMA production process and determine any adjustments necessary to bring the Combined Aggregate Gradation ba ck within the Action Limits. If the subsequent Sublot test result falls 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 Q C personnel shall document all action(s) taken to bring the HMA production process into control. Table 450. 65-3 : Minimum Action Limits for Combine d Aggregate Gradation Sieve Size Action Limit Passing No. 4 Sieve and larger sieve sizes JMF Target ±6 percent Passing No. 8 sieves JMF Target ±5 percent Passing No. 16 to No. 50 sieves (inclusive) JMF Target ±3 percent Passing No. 100 sieve JMF Target ±2 percent Passing No. 200 sieve JMF Target ±1 percent

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 450. 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 450.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47.

Each HMA Lot produced and placed shall be tested for Bulk Specific Gravity in accordance with AASHTO T 166 (Method A). OGFC shall be tested in accordance with AASHTO T 331. The Sublot size and minimum frequency of QC testing for Bulk Specific Gravity shall be as sp ecified in Table 450. 65-

randomly selected quadrant from the haul vehicle in accordance with 450.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47. II.142 202 4 Edition (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 450.65 -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 450.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47.

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 OGFCs and Leveling Courses. The Sub lot size and minimum frequency of random QC testing for In -place Density by either density gauge or core shall be as specified in Table 450.65 -2.

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. QC testing of In -Place Density for all HMA Bridge Protective Courses and Bridge Surface Courses shall be performed randomly using a density gauge. Each random sampling and testing location for HMA bridge courses shall be established by determining a randomly selected tonnage an d corresponding approximate longitudinal distance within the Sublot, along with a randomly selected offset distance in accordance with 450.65: Quality Control Sampling and Testing Requirements , Part A . Additional selective QC sampling and testing within each Sublot of compacted HMA Bridge Protective Courses or Bridge Surface Courses shall be as determined necessary by the Contractor’s QC personnel and as specified in the Contractor’s approved QC Plan. 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.

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. Cores shall not be obtained from Bridge Protective Courses and Bridge Surface Courses. In -Place Density shall be determined from each core by comparing the Bulk Specific Gravity of the core to the average Maximum Theoretical Specific Gravity for all HMA mixture Sublots produced for the pavement course on the same day’s production. 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 distance in accordance with 450.65: Quality Control Sampling and Testing Requirements , Part A . If the randomly determined sampling location coincides with one of the following conditions, the sampling location shall be relocated immediately beyond the boundary distance as indicated below for the specific condition: II.143 202 4 Edition a) Within 1 ft from an edge of pavement course to be left unconfined upon project completion.

sampling. Core samples shall be obtained in accordance with AASHTO R 67 prior to opening the pavement course to traffic. To protect the integrity of the core, when the target lift thickness is less than 1.5 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. At the discretion of the Engineer, based on climactic or other conditions, sampling of cores may be delayed for a period up to, but not to exceed, 48 hours. All cores shall be protected against damage and tested within 24 hours after they have been obtained. The Contractor shall fill all core holes, whether from QC sampling or Department Acceptance sampling, with fresh HMA mixture from the same Lot. The filled core holes sha ll be thoroughly compacted as outlined in the Contractor’s approved QC Plan.

Each HMA pavement course specified to be placed at a compacted thickness of 1 in . or greater shall be tested for Thickness using cores, with the exception of the following courses: • Open -Graded Friction Course . • Bridge Surface Course. • Bridge Protective Course. • Leveling Course. • 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 one of the previous 4 courses listed above, 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 statistical evaluation of Lot quality. The Contractor is still responsible for ensuring the minimum required thickness of these pavement courses using an appropriate sampling and testing protocol as outlined in the Contractor’s approved QC Plan. The mean thickness will be in accordance with 450.74: Acceptance Sampling & Testing , Part F(6). 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 450.65 -2.

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 courses, with the exception of Open - Graded Friction Co urses and Leveling Courses. The Sublot size and minimum frequency of random QC testing for Joint Density shall be as specified in Table 450.65 -2. II.144 202 4 Edition 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 450.65: 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 or Bridge Protective Surface Courses shall be as determined necessary by the Field QCT and as specified in the Contractor’s approved QC Plan.

The finished surface of the pavement shall be uniform in appearance, free from irregularities in contour and texture and shall present a smooth riding surface. Ride Quality testing shall be performed for Quality Control on a periodic basis during construction of the HMA pavement courses specified below. QC testing shall be performed for HMA Category A Lots, at a minimum, within 48 hours after each 8 lane- miles of an individual pavement course have been placed. QC testing of HMA Category B Lots shall be perf ormed, at a minimum, every other paving day. In addition, the Contractor shall perform QC testing of the entire final pavement course placed upon completion.

For projects having a posted speed equal to or greater than 40 mph with HMA Lots falling under Lot Category A (Large Lots) or Category B (Small Lots), QC testing shall be performed with an inertial profiler to determine the Ride Quality of the following pavement courses: • Friction Course • Surface Course • Intermediate Course (lift immediately beneath Surface Course only) • Leveling Course (when placed immediately beneath Surface Course) • Bridge Surface Course (when asphaltic bridge joints are used and when placed on the same contract with the mainline Surface Course) At a minimum, the finished surface of these pavement courses will be tested for all mainline travel lanes, auxiliary lanes, ramps, and side road travel lanes. The Contractor may also elect to perform Ride Quality testing of the pavement courses beneath the courses indicated above in order to provide adequate Quality Control.

The following pavement courses and surfaces are specifically excluded from Ride Quality testing: • All exposed concrete bridge decks and any Bridge Surface Course without asphaltic bridge joints (including 15 ft before the approach joint and 15 ft after the departure joint). • Mainline pavement courses less than ½ mi in total length (excluding bridge lengths). • Side road pavement courses less than one Sublot (0.1 mi) in total length. • Single resurfacing pavement courses placed in one lift at a total plan (compacted) thickness less than 1.5 in. when not placed over a milled surface. • Pavement courses on horizontal curves having a centerline radius of curvature of 500 ft or less, including the length of pavement within the super -elevation transition of such curves. • Pavement courses for shoulders. II.145 202 4 Edition • Pavement segments with manholes or catch basins in the travel lane (the Ride Quality testing data for such pavement segments shall be excluded, including 15 ft before and after these manholes or catch basins).

All inertial profilers used for Contractor QC testing shall conform to the equipment specifications contained in AASHTO M 328. The inertial profiler shall be equipped with a system of transducers (height sensor, accelerometer, distance sensor) to measure the longitudinal pavement profile. An automated triggering system shall be provided that detects a reference mark to start, stop, and event mark the data collection process. The profiler equipment shall include an onboard computer system capable of storing all profile measurement data, calculating the real time International Roughness Index (IRI) per ASTM E1926 (independent of speed), and displaying profile plots.

All inertial profilers used for Contractor QC testing must be certified for precision and accuracy in accordance with the requirements of AASHTO R 56. In addition, all Contractor QC profilers must be correlated against the Department’s reference profiling device in accordance with the Department’s correlation procedures. The certification and correlation of all profilers shall be conducted at MassDOT’s designated Profiler Correlation Center. The certification and initial correlation of the Contractor’s iner tial profiler shall be completed prior to the start of Ride Quality testing on the project. After the initial correlation is successfully completed, the same inertial profiler can be used on any Department project without re- correlation for the remainder o f the construction season. Equipment that does not pass the Department’s correlation procedure shall not be used. The Contractor’s use of inertial profiler equipment that has not been successfully correlated is sufficient grounds for withholding payment f or QC testing of Ride Quality. The Contractor’s inertial profiler equipment may be required to undergo re -correlation at any time during the construction season if significant variations are found within the Contractor’s QC test data or between the QC test data and the Department’s Acceptance test data. Contractor QC inertial profilers must be on the QCML.

Ride Quality testing shall be performed in accordance with the procedures outlined in AASHTO R 57, as clarified or amended herein. The Ride Quality will be measured for each wheel path (a wheel path is defined as 3 ft from and parallel to each longitudinal edge of the lane to be measured). Each wheel path will be divided into 0.1-mile Sublots starting at the project limits in the direction of traffic. Partial Sublots may result at either end of the project or as a result of interruptions of the continuous pavement surface (i.e. , bridge approaches, railroad crossing, cessation of daily paving operations, etc.). Just prior to testing, the Contractor shall sweep the pavement and remove all foreign objects or materials on the pavement course surface. Testing will begin 15 ft after the transverse approach joint and end 15 ft before the transverse departure joint. A minimum of three and up to a maximum of five test runs will be performed on each wheel path. The final test result for each Sublot will be the average of the three best test runs. II.146 202 4 Edition (f) Data Format and Reporting Requirements. All Ride Quality QC testing data shall be collected and saved in electronic format in an ASCII data file. A copy of the raw data file shall be provided to the Engineer on site immediately following testing of completed Sublots. A longitudinal profile shall be determined for all Sublots tested and an average IRI value shall be determined and reported for each Sublot (i.e., each 0.1- mile segment of each wheel path). The Contractor shall summarize the results for all Sublots, by corresponding Ride Quality Lot, in an electronic spreadsheet file (MS Excel) consistent with the format of the Department’s QA Spreadsheets. The summary spreadsheet of QC testing data shall be submitted to the Department, electronically and in hardcopy, within two days after the testing is completed.

The Contractor shall evaluate and monitor the test data for each pavement course requiring Ride Quality testing for conformance with the applicable Quality Limits specified in Tables 450. 77-1,

2, or 450. 77-3. If the running Quality Level for all Sublots placed and tested falls below the

Suspension Quality Level (SQL) of 70 PWL, the Contractor shall suspend further placement of the corresponding pavement course and evaluate the Sublots placed for appropriate corrective action. If the running Mean IRI of all Sublots placed and tested for the pavement course immediately below the final course is greater than the Action Limits specified in Table 450. 65-4, corrective action will be required prior to placement of the final pavement course. When Ride Quality correction is required, the Contractor shall use one or more of the following corrective methods:

course(s) of the same mixture type.

The corrective method(s) chosen by the Contractor shall be subject to the approval of the Department and shall be performed at the Contractor's expense. The Contractor shall retest any Sublots where corrections are made and provide the Department with a copy of the raw data file, the profile plot, and the IRI summary spreadsheet data for the corrected Sublots. Table 450. 65-4 : Action Limits for Pavement Course Below Final Pavement Course Posted Speed Limit (See Note 1) Target IRI Maximum Running Mean IRI of All Sublots Tested ≥55 mph 60 in./mi ≤85 in ./mi ≥40 but <55 mph 80 in ./mi ≤105 in ./mi <40 mph Not subject to Ride Quality testing N/A Note 1: Projects with posted speed limits that fall into more than one of the Posted Speed Limit ranges above will be divided into multiple Lots and evaluated separately. II.147 202 4 Edition 450.66: Quality Control Documentation and Data Evaluation

The Contractor shall document all QC inspection activities for each HMA Lot Category (Category A, B, or C) produced and placed. All inspection results shall be recorded within 24 hours of inspection on current NETTCP standard IRFs. The QC Manager shall evaluat e 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.

The Contractor shall document all QC sampling and testing data for each HMA Lot Category (Category A, B, or C) produced and placed. All sampling and testing data shall be recorded within 24 hours of sampling and testing on current NETTCP standard TRFs. The QC Manager shall evaluate sampling and testing results in a timely manner, as further outlined below, to confirm that production and placement processes are in control. All QC testing data shall be entered into the Department’s QA Data Spreadsheets within 2 days after completion of testing. The Contractor shall submit hard copies of all TRFs to the Engineer at the completion of each Lot.

For each HMA Category A Lot produced and placed, the Contractor shall use Control Charts as part of the QC System to assist in identifying assignable causes affecting the HMA production and placement processes. Control Charts shall be prepared for the Qual ity Characteristics subject to QC sampling and testing listed in Table 450. 65-2. As a minimum, the Contractor shall 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). The Contractor shall submit examples of the Control Charts to be used in the QC Plan. As a minimum, the Control Charts shall identify the Contrac t 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. All Control Charts should be updated within 24 hours after the corresponding testing is completed and documented. QC personnel should use the Control Chart data to monitor and adjust the production and placement processes or suspend operations as determine d necessary. Control Charts for Quality Characteristics related to HMA production should be maintained at the HMA production facility. Control Charts for Quality Characteristics related to HMA field placement should be maintained at the project field site. Current Control Charts shall be posted in an accessible location. The Engineer shall be provided access to all Control Charts as part of the Department’s monitoring of Contractor QC activity.

The Contractor shall evaluate the individual QC test results for each HMA Lot Category (Category A, B, or C) produced and placed. Each random QC test result shall be evaluated against the applicable Quality Limits within 24 hours of testing. Each Sublot te st value shall be within the applicable Engineering Limits specified in Tables 450.77 -1, 450.77- 2, or 450.77 -3. II.148 202 4 Edition 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 450.67: Corrective Action .

For HMA Category A Lots and Category B Lots, the Contractor shall use all random QC test results to continuously evaluate the running quality level and determine the Percent Within Limits (PWL) for each Lot during production and placement. The PWL shall be determined through Quality Level Analysis (QLA) for each of the applicable Quality Characteristics listed in Tables 450.77 -1, 450.77 -2, or 450.77-3 using the corresponding Specification Limits therein. The Contractor shall perform a running QLA using rand om QC data only after a minimum of 5 Sublots have been tested and shall plot the cumulative PWL after each 5 Sublot interval. The Engineer shall be provided access to all records documenting the running QLA for each Lot as part of the Department’s monitori ng of Contractor QC activity. If the running QLA shows the PWL falling below the Acceptable Quality Level (AQL) of 90 PWL, the Contractor shall initiate appropriate adjustments to the production or placement process or initiate corrective action in accordance with procedures outlined in the approved QC Plan. If the PWL falls below the SQL of 70 PWL, the Contractor shall suspend production and placement of the Lot prior to any subsequent Sublots being placed. The Contractor shall prepare a plan of corrective action for any nonconforming Lot, as further outlined below.

placement process, a new Lot will be established. If any of the JMF target values are changed, creating a new DMF according to AASHTO R 42, then a new Lot will be es tablished. For Category A Lots, a Control Strip will be required upon the establishment of a new Lot. After resuming production and placement, the PWL for the new Lot must be back at or above the AQL of 90 PWL once the Lot PWL can be calculated.

determined rejected and removed and shall receive no payment.

450.67: 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 this specification. If the results of QC inspection identify nonconforming material or workmanship within one or more Sublots, or if the evaluation of the QC testing data indicates that any Sublot is not in conformance with the applicable Quality Limits for the particular HMA Lot Category, 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 outs ide 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 450.77: Lot Acceptance Determination Based on Testing Data, Part A(2). II.149 202 4 Edition 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.

450.68: Quality Control Records System

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: • The day’s weather or environmental conditions. • A summary of production or placement activities completed. • Any non- conforming material or workmanship identified. • Any corrective actions recommended or taken by QC personnel. • Discussions held with other Contractor personnel or Department personnel. • Visitors to the production facility or field placement operation.

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. Separate QC Record Books shall be kept at each HMA production facility and at the project field site. Either a separate QC Record Book shall be established for each HMA pavement course or the data for each pavement course may be included in a single QC Record Book provided the data is separated according to pavement course. 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 signed copy of the current approved QC Plan. • The original signed copies of all completed IRFs. • The original signed copies of all completed Random Sampling location forms. • The original signed copies of all completed TRFs. • A current copy or printout of all Control Charts. • A current copy or printout of all running QLA performed. • Current summaries of all individual QC test results to date (by Lot & Sublot). • Summary sheets of material quantities produced or placed (by Lot & Sublot). Each required record shall be inserted into the corresponding QC Record Book within 24 hours after the document has been completed. All QC Record Books shall be maintained in a suitable location. The Engineer shall be provided access to all QC Record Books as part of the Department’s monitoring of Contractor QC activity. In addition to entering all QC test results to the QA Data Spreadsheets, QC personnel shall also upload, to the MassDOT QA SharePoint site, all QC IRFs and TRFs for each day of production within II.150 202 4 Edition 2 days after completion of testing and inspection. QC personnel shall also track the daily tonnage of HMA which leaves the production facility and the quantity that is actually placed on the project site.

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.

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 removal of all Validated QC test results from the Analysis of the Lot Qua lity Level as specified in 450.77: Lot Acceptance Determination Based on Testing Data and no incentive will be paid for any of the Quality Characteristics. DEPARTMENT ACCEPTANCE

450.70: 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 A, B, and C) as outlined further below .

450.71: Acceptance System Approach

The Engineer’s Acceptance determination for each HMA Category A Lot will be based on an evaluation of the Department’s Acceptance inspection information and testing data. The Engineer will perform Acceptance sampling and testing on a minimum of 25% and a m aximum of 100% of the Sublots produced and placed. Contractor QC test data will be included in the Department’s Acceptance determination for each Category A Lot provided the following requirements are met:

The Engineer’s Acceptance determination for each HMA Category B Lot will also be based on an evaluation of the Department’s Acceptance inspection information and Acceptance testing data. The Engineer will perform Acceptance sampling and testing on a minimu m of 50% and a maximum of 100% of the Sublots produced and placed, but not less than 3 Sublots. Contractor QC test data will be included in the Department’s Acceptance determination for each Category B Lot provided the requirements outlined in Part A above are satisfied. II.151 202 4 Edition C. Acceptance of Category C Lots. For all HMA Category C Lots, the Engineer’s Acceptance determination will be based only on the Department’s Acceptance inspection information and Acceptance testing data. The Engineer will perform Acceptance sampling and testing on 100% of the Sublots prod uced and placed. Contractor QC test data will not be included in the Department’s Acceptance determination for Category C Lots.

450.72: 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. Department monitoring of the Contractor’s QC System is not intended to eva luate the quality of the work. 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: • Periodic visual observation of QC inspection, sampling, and testing. • Reviewing QC documentation and records. • 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. Deficiencies related to HMA Quality Characteristics where a QLA is performed shall not be considered under this subsection. 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 n ot apply. If the Contractor fails to acknowledge the deficiency 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 will result in the following actions:

Engineer. A follow -up Construction Quality Meeting will be held in accordance with 450.40: General.

immediately suspended until compliance with the specification and approved QC Plan is established. The Engineer shall issue a Deficiency Report (DR) with a deduction of 1% of the awarded contract Bid Price amount for all tonnage placed for the HMA Lot(s) where the violations were documented. Work shall not resume until a follow -up Construction Quality Meeting is held in accordance with 450.40: General.

accordance with 450.40: General.

II.152 202 4 Edition contract Bid Price amount for all tonnage placed for the HMA Lot(s) where the violations were documented. The deduction will be in addition to the deduction amount from the previous incidents. An additional deduction of 1% of the awarded contract Bid Price amount for all tonnage placed for the HMA Lot(s) where the violations were documented will be added for each additional occurrence beyond the 4th. Work shall not resume until a follow -up Construction Quality Meeting is held in accordance with 450.40: General. The Contractor may also be required to replace the Construction QC Manager. Failures in the Contractor QC System shall result in taking the actions listed above as well as any corrective action to the HMA pavement deemed necessary by the Engineer.

: Acceptance Inspection

The Engineer will perform Acceptance inspection of all work items addressed under this specification 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 Materials 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 at both the HMA production facility and at the site of HMA field placement. The Engineer will document the results and findings of Acceptance inspection on NETTCP IRFs. The Engineer will furnish a copy of all Department Acceptance inspection results to the Contractor within 5 days following the inspection.

The Department will perform Acceptance inspection of the prepared underlying surface prior to placement of HMA. The items to be inspected and minimum frequency of inspection will be in accordance with the requirements outlined in Table 450. 73-1 and Table 450.73 -2. Table 450. 73-1 : Department Acceptance of HMA Patching Inspection Component Inspection Attribute Minimum Inspection Frequency Point of Inspection Inspection Method Materials Mixture Type & PG Binder Grade (Correct Type) 1 per Day HMA Production Facility Visual Check & Manufacturer COC Joint Adhesive (Correct Type) 1 per Day At Paving Site Check Manufacturer COC Workmanship Sawcut Limit Vertical Face 25% of Patched Areas Sawcut Limits Visual Check Joint Adhesive Application Rate 25% of Patched Areas Sawcut Limits Visual Check & Check Measurement Cross- Slope & Profile 25% of Patched Areas Compacted HMA Check Measurement II.153 202 4 Edition Table 450. 73-2 : Department Acceptance of Tack Coat Inspection Component Inspection Attribute Minimum Inspection Frequency Point of Inspection Inspection Method Materials Asphalt Emulsion (Correct Type) 1 per Day At Paving Site Check Manufacturer COC Workmanship Asphalt Emulsion Application Rate Once per 5,000 lane- feet Tacked Surface & Tack Distributor System Visual Check & Check Measurement

The Department will perform Acceptance inspection at both the HMA production facility and 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

Wheel Path Deviations. Each HMA Lot produced and placed will be inspected by the Engineer for Wheel Path Deviations (high points or low points) using a 10 -ft standard straightedge in accordance with the procedures outlined in 450.64: Quality Control Inspection , Part B. Acceptance inspection for Wheel Path Deviations applies to all pavement courses (including Bridge Protective Courses and Bridge Surface Courses). The finished surface of each required pavement course will be inspected for all mainline travel lanes, auxiliary lanes, ramps, and side road travel lanes. The Sublot size and minimum frequency of Acceptance inspection for Wheel Path Deviations will be as specified in Table 450. 73- 3. II.154 202 4 Edition Table 450. 73-3 : Department Acceptance of HMA Lots Inspection Component Inspection Attribute Minimum Inspection Frequency Point of Inspection Inspection Method Materials HMA Mixture Type, Aggregates & PG Binder (Correct Type) 1 per Day HMA Production Facility Visual Check & Manufacturer COC 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 Joint Compacted HMA Visual Check Cross- Slope 50% of Sublots, Once per Joint Compacted HMA Check Measurement Joint 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

450.74: Acceptance Sampling & Testing

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 D 3665 or by electronic random number generator, as presented by NETTCP. All random Acceptance sample locations will be documented on the most current version of MassDOT Test Report Form RMS100. 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.

The Engineer will obtain Acceptance samples from a minimum of 25% and a maximum of 100% of all Sublots in each HMA Category A Lot for all Quality Characteristics specified in Table 450.74 -1, other than PG Asphalt Binder Grading and Ride Quality. Acceptance samples for PG Asphalt Binder Grading and Ride Quality will be obtained from each Sublot as defined in Table 450.74 -1. II.155 202 4 Edition (2) Sampling HMA Category B Lots. The Engineer will obtain Acceptance samples from a minimum of 50% and a maximum of 100% of all Sublots, but not less than 3 Sublots, in each HMA Category B Lot for all Quality Characteristics specified in Table 450.74- 1, other than PG Asphalt Binder Grading and Ride Quality. Acceptance samples for PG Asphalt Binder Grading and Ride Quality will be obtained from each Sublot as defined in Table 450.74 -1.

The Engineer will obtain Acceptance samples from 100% of all Sublots in each HMA Category C Lot for all Quality Characteristics specified in Table 450.74 -1, other than Ride Quality. Acceptance sampling and testing for Ride Quality will not be performed on Category C Lots.

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 using QLA as outlined in 450.78: Quality Level Analysis Procedures .

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

provided to the Contractor immediately prior to sampling.

Contractor assistance may be requested in obtaining Acceptance samples (random or selective) for PG Asphalt Binder Grading and 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.

The Department will use a standard system for the identification of all Acceptance samples. All PG Asphalt Binder samples, HMA loose mixture samples, and core samples will be labeled by the Engineer with the minimum information indicated under 450.65: Quality Control Sampling and Testing Requirements , Part C. Acceptance sampling data for Ride Quality and Wheel Path Deviations will be identified by the Engineer in accordance with the Department’s Standard Operating Procedure CSD QA -6.

II.156 202 4 Edition E. Retention of Split Samples. Qualified Department personnel will obtain all material samples (PGAB samples, HMA loose mix samples, and cores) for Acceptance testing. The Department will retain Acceptance split samples from each PGAB sample and HMA loose mix sample and provide a split sample to the Contractor if requested. The Department 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 will be utilized if necessary, in the Dispute Resolution process. The retained split samples may be discarded prior to the required 30 days when agreed upon by the Contractor and the Department.

The Department will perform Acceptance testing using the random samples obtained in accordance with 450.74: Acceptance Sampling & Testing , Part A from the HMA production facility and at the site of HMA field placement. The specific Quality Characteristics subject to Department Acceptance testing are identified in Table 450.74 -1. All Acceptance testing of HMA Lots will be performed by the Engineer in accordance with the AASHTO, ASTM, NETTCP, or Department test methods specified in Table 450.74- 1 and the procedures outlined below. The Engineer will furnish a copy of all Department Acceptance test results/data to the Contractor within 5 days fo llowing completion of testing.

The Department will review the Supplier’s Bill of Lading (BOL) submitted by the Contractor along with the Certificate of Compliance (COC) and Certificate of Analysis (COA) showing the corresponding certified test results for each Supplier Lot of PGAB from which the HMA Producer’s PGAB was obtained. The Engineer will also obtain and test a minimum of one random Acceptance sample of PGAB for each 12,000 -ton HMA Sublot, as defined in Table 450.74 -1, to determine conformance with M3.01.0: Performance Graded Asp halt Binder . A minimum of one 1 -qt container of PGAB will be obtained for each Acceptance sample from the HMA Producer plant in accordance with 450.30: General. All PGAB Acceptance samples will be split prior to testing and the un -tested portion of the sample will be retained for a minimum of 30 days.

The Engineer will test each HMA Lot produced and placed for PG Asphalt Binder Content in accordance with either AASHTO T 308. The test results will be reported with all correction factors. The Sublot size and minimum frequency of Acceptance testing for PG Asphalt Binder Content will be as specified in Table 450.74 -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 450.65: Quality Control Sampling and Testing Requirements , Part A and AASHTO R 97 and R 47.

The Engineer will test each HMA Lot produced and placed 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, with th e exception of OGFC. The Sublot size and minimum frequency of Acceptance testing for Volumetrics will be as II.157 202 4 Edition specified in Table 450.7 4-1. Each material sample for Volumetrics will be obtained at the HMA plant from a randomly selected quadrant from the haul vehicle in accordance with 450.65: Quality Control Sampling and Testing Requirements, Part A and AASHTO R 97 and R 47.

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 Acceptance testing for Combined Aggregate Gradation shall be as specified in Table 450.7 4-1. 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 450.65: 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 450.65 -3, the Engineer shall inform the Contractor so that they may evaluate the HMA production process and determine any adjustments necessary to bring the Combined Aggregate Gradation back within the Action Limits. If the subsequent Sublot test result falls 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. II.158 202 4 Edition Table 450.74-1 : Department 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 Grading Per M3.01.0: Performance Graded Asphalt Binder 12,000 tons of HMA using same PG Grade 1 per Sublot From In -line Sample Valve at HMA Plant Random AASHTO R 66 PG Asphalt Binder Content AASHTO T 308 600 tons 1 per Sublot sampled per 450.74: Acceptance Sampling & Testing (See Note 1 ) From Haul Vehicle at HMA Plant Random AASHTO R 97 and R 47 Combined Aggregate Gradation AASHTO T 30 600 tons 1 per Sublot sampled per 450.74: Acceptance Sampling & Testing (See Note 1 ) From Haul Vehicle at HMA Plant Random AASHTO R 97 and R 47 Volumetrics: Air Voids AASHTO T 312 and R 35 600 tons 1 per Sublot sampled per 450.74: Acceptance Sampling & Testing (See Note 1 ) From Haul Vehicle at HMA Plant Random AASHTO R 97 and R 47 In-place HMA Mat Density

per 450.74: Acceptance Sampling & Testing (See Note 1 ) From Compacted HMA Course Random AASHTO R 67 In-place HMA Mat Density (Bridge Courses) AASHTO T 343 or T 355 150 tons 1 per Sublot sampled per 450.74: Acceptance Sampling & Testing (See Note 1 ) From Compacted HMA Course Random AASHTO T 343 or T 355 Thickness ASTM D3549 600 tons 1 per Sublot sampled per 450.74: Acceptance Sampling & Testing (See Note 1 ) From Compacted HMA Course Random AASHTO R 67 Ride Quality

per 450.65: Quality Control Sampling and Testing Requirements , Part F(11) 0.1 miles per each Wheel Path 1 per Sublot Each Pavement Course per

: Quality

Control Sampling and Testing Requirements , Part F(11) Random per

: Quality

Control Sampling and Testing Requirements , Part F(11) Note 1: In the event that the total daily HMA production is less than one Sublot but greater than 150 tons, a minimum of one random Acceptance sample shall be obtained for the day’s production.

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, with the exception of OGFC and Leveling Courses, as outlined below. II.159 202 4 Edition A. Testing In -Place Density by Cores. Acceptance testing of HMA pavement courses (other than bridge courses) for In -place Density will be performed using cores in accordance with the procedures outlined in 450.65: 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 Table 450.74 -1. In order to ensure that the correct maximum specific gravity is utilized to determine t he 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 determined and verified.

Acceptance testing of all HMA Bridge Protective Courses and Bridge Surface Courses for In -place Density will be performed using a density gauge in accordance with the procedures outlined in

: Quality Control Sampling and Testing Requirements , Part F(8)(a). The Sublot size and

minimum frequency of Acceptance testing for In -place Density of HMA bridge courses by density gauge will be as specified in Table 450.74 -1.

Each HMA pavement course specified to be placed at a compacted thickness of 1 in. or greater, with the exception of the HMA pavement courses identified in 450.65: 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 freque ncy of Acceptance testing for Thickness will be as specified in Table 450.74 -1. If the mean thickness of the Lot is above the Upper Specification Limit, it may remain in place presuming that the final pavement elevation is within project requirements, but payment will be based upon the HMA tonnage calculated at the target thickness. I f the mean thickness of the Lot is below the Lower Specification Limit, the Lot shall be rejected, and the Contractor will be required to submit a corrective action plan for review by the Engineer.

Department Acceptance testing for Ride Quality will be required for all projects having a posted speed equal to or greater than 40 mph with HMA Lots falling under Lot Category A or Category B. The Engineer will perform Ride Quality testing on the final HMA pavement course placed (either Surface Course or OGFC, when specified) for all mainline travel lanes, auxiliary lanes, ramps, and side road travel lanes using an inertial profiler in accordance with the procedures outlined in 450.65: Quality Control Sampling and Testing Requirements , Part F(11). Pavement courses and surfaces that are specifically excluded from Acceptance testing for Ride Quality are as specified in 450.65: Quality Control Sampling and Testing Requirements , Part F(11)(b). The Sublot size and minimum frequency of Acceptance testing for Ride Quality will be as specified in Table 450.74 -1. The inertial profiler equipment used to perform Acceptance testing will be certified and correlated by the Department in accordance with the requirements and procedures outlined in 450.65: Quality Control Sampling and Testing Requirements, Part F(11). The Department Acceptance data and Contractor QC data will be correlated and normalized using statistical procedures. The II.160 202 4 Edition normalization of data will be based on the measurement difference/bias from the Department Reference Profiling Device determined during the device correlation conducted at MassDOT’s designated Profiler Correlation Center. The Department will provide software and procedures to perform the data normalization. The normalized Acceptance Ride Quality data and QC Ride Quality data will be used to determine the quality level (PWL) and corresponding pay for each Lot.

450.75: Split Sample Correction

Split Sample Correlation is an important part of the Department Acceptance System for HMA Category A Lots and Category B Lots. Split Sample Correlation shall be performed when Validated Contractor QC test data is to be included in the acceptance determination. The purpose of Split Sample Correlation testing is to identify and eliminate any discrepancies in testing procedures or equipment that could result in significant differences between the Contractor’s QC testing results and the Engineer's Acceptance te sting results. The Engineer may waive the requirement for Split Sample Correlation if the following requirements are met:

Characteristic). Either prior to or on the first day of production and placement of any HMA Category A or B Lot, the Contractor and the Department will conduct Split Sample Correlation. The Engineer or the Contractor may also request that Split Sample Correlation be perfor med at any time during HMA Lot production and placement. Department IA personnel may also test a split of the Correlation samples. Split Sample Correlation will be performed on split material samples for those Quality Characteristics identified in Table 450.75 -1. Correlation samples for HMA mixture testing shall be either laboratory prepared specimens or plant produced HMA specimens. Samples for HMA Category A Lots may be obtained from the Control Strip Lot. The Contractor’s QC personnel shall test one portion of the split sample using the equipment in their qualified QC laboratory. The Engineer shall test the other portion using the Department’s equipment. Both parties shall not perform testing using the same equipment. Correlation testing for In -place HMA Mat Density and Thickness shall be performed by both parties using the same sample. Correlation testing of the Contractor’s QC ride quality testing equipment and the Department’s Acceptance ride quality testing equipmen t will be performed in accordance with 450.65: Quality Control Sampling and Testing Requirements , Part F(11)(d). II.161 202 4 Edition Table 450. 75-1 : Split Sample Correlation Allowable Differences Quality Characteristic Test Method(s) Allowable Difference Between Contractor and Department Split Samples (d2s) PG Asphalt Binder Content AASHTO T 308 ± 0.35 Maximum Theoretical Specific Gravity (Gmm) AASHTO T 209 (Method A) ± 0.020 Bulk Specific Gravity (Gmb) AASHTO T 166 (Method A) ± 0.020 Volumetrics - Air Voids AASHTO T 269 ± 1.20 In-Place Mat Density (Cores) AASHTO T 269 ± 1.20 Thickness ASTM D3549 ± 0.125 Ride Quality (IRI) AASHTO R 56 Per 450.65: Quality Control Sampling and Testing Requirements , Part F(11)(d) If the Contractor’s Split Sample Correlation results differ from the Department’s results by more than the allowable differences specified in Table 450. 75-1, then the Contractor and the Department shall determine and resolve the reasons for the differences prior to the start or continuation of HMA Lot production and placement.

450.76: 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 A, B, and C). Prior to final acceptance of each HMA Lot produced and 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

: Preparation of Underlying Surface through 450.52: 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 ev aluation 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 evaluation of all Acceptance testing data for the subject work per 450.77: Lot Acceptance Determination Based on Testing Data also finds the work to be acceptable). II.162 202 4 Edition 450.77: Lot Acceptance Determination Based on Testing Data

Prior to final acceptance of each HMA Category A Lot produced and placed, the Engineer will periodically evaluate all available Department Acceptance testing data for the Lot. The Contractor’s random QC testing data for each Lot will be included with the Department’s random Acceptance testing data in the acceptance determination, provided that the QC data has been Validated in accordance with Part (1) below. The Department’s Acceptance data and all Validated Contractor QC data will be evaluated using the Quality Limits specified in Tables 450.77 - 1, 450.77- 2, or 450.77 -3 ,and as further outlined below.

Validation is defined as the mathematical comparison of two independently obtained sets of data to determine whether it can be assumed they came from the same Population. The Validation of each HMA Lot will be performed through a statistical comparison of the Engineer’s random Acceptance testing data and the Contractor’s random QC testing data for the Lot. The statistical comparison of testing data will be made using the test result Variances (F -test) and the test result Means (t- test) at a significance level of 0.01 and in accordance with the procedures contained in AASHTO R 9. The Validation worksheet in t he Department’s QA Data Spreadsheets will be used to perform the Validation of each Lot. If the Validation results indicate that the Contractor’s QC test results and the Department’s Acceptance test results can be assumed to be from the same Population, then the Contractor’s QC test results will be included with the Department’s Acceptance test results in the final acceptance determination for each Lot. If Validation results indicate that the Contractor’s QC test results and the Department’s Acceptance test results cannot be assumed to be from the same Population, then the Contractor’s QC test results will be excluded from the final acceptance determination for the Lot and no incentive will be paid for any of the Quality Characteristics. If the Validation results indicate that the Contractor’s QC test results and the Department’s Acceptance test results cannot be assumed to be from the same Population, then the Department will endeavor to determine the reason for the difference between the two data sets. If a reason for the difference cannot be determined, then only the Department’s Acceptance test results will be used in the final acceptance determination for each Lot.

The Engineer will evaluate all Department Acceptance testing data and Validated Contractor QC testing data for each Category A Lot to determine conformance with the Engineering Limits Tables 450.77 -1, 450.77- 2, or 450.77 -3. Each Sublot test value for the Acceptance Quality Characteristics identified in Tables 450.77- 1, 450.77 -2, or 450.77-3 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 as follows: II.163 202 4 Edition a) When it is possible to obtain additional samples, the Sublot will be isolated and divided into three equal Sublots. A random sample shall be obtained from each Sublot.

ii. If all 3 samples are within Engineering Limits then the average of the original value along with the three additional values will be determined.

Testing Data , Part A(3) below. 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. The Acceptance test data for the corrected Sublot will replace the original Acceptance test result and will be included in the QLA for the Lot in accordance w ith Part (3) below. Once the above requirements have been met, the Department will accept all completed Sublots, provided that the overall Lot quality is above the Acceptance Limit as further outlined below.

For each HMA Category A Lot, the Engineer will determine the Lot Quality Level, for the applicable Quality Characteristics in Tables 450.77 -1, 450.77 -2, or 450.77 -3, using the QLA procedures outlined in 450.78: Quality Level Analysis Procedures . The QLA procedure will evaluate all Department Acceptance testing data and Validated Contractor QC testing data using the applicable Specification Limits in Tables 450.77 -1, 450.77 -2, or 450.77 -3. The Department’s QA Data Spreadsheets will be used to perform the QLA for each Lot. All random test results that are within the Engineering Limits will be included in the QLA. Individual Sublot test results that are beyond the Engineering Limits, but for which the corresponding Sublot is permitted to remain in place per Part (2) above, will also be included in the QLA. The QLA procedure will determine the Percent Within Limits (PWL) for each Lot. The Acceptance Limit (Rejectable Quality Level) for each completed Lot is 60 PWL. Each Lot must achieve a final Quality Level of at least 60 PWL in order to be accepted by the Department. The payment for the Lot will be as follows: II.164 202 4 Edition

Tables 450.77 -1, 450.77 -2, or 450.77-3 is at 90 PWL, the Contractor will receive full payment at the unit bid price for the Lot.

Pay Adjustment .

3 is below 80 PWL, the Contractor will receive no incentive pay adjustments for any

Quality Characteristics with a PWL over 90. The Contractor, however, will receive any disincentive pay adjustments for the Lot.

The Engineer will review the corrective action plan and render a decision within 14 days of receipt of the corrective action plan. If the Engineer determines that the Lot or some of the Sublots cannot remain in place, the Contractor shall remove and replace the affected Lot or Sublots. If the Engineer allows the Lot to remain in place, payment will be limited to a maximum of 75% of the bid price for the item.

After each HMA Category A Lot is complete, including any corrective action, the Engineer will perform a final evaluation of all Department Acceptance data and Validated Contractor QC data for the Lot. The Department will accept the subject Lot if the Engineer’s evaluation of all testing data for the Lot is in conformance with the applicable Quality Limits as outlined in 450.77: Lot Acceptance Determination Based on Testing Data, Part A(2) and Part A(3) above. II.165 202 4 Edition Table 450. 77-1 : Quality Limits for Acceptance of HMA Lots Quality Characteristic Target Specification Limits LSL USL Engineering Limits LEL UEL Acceptance Limit PG Asphalt Binder Grading Per Binder Grade specified N/A N/A Per M3.01.0: Performance Graded Asphalt Binder N/A PG Asphalt Binder Content Per JMF Target – 0.3% Target + 0.3% Target – 0.4% Target + 0.4% 60 PWL Volumetrics: Air Voids 4% 2.7% 5.3% 2% 6% 60 PWL In-Place HMA Mat Density (Cores) 95% of Gmm 92.5% of Gmm 97.5% of Gmm 91.5% of Gmm 98.5% of Gmm 60 PWL In-Place HMA Mat Density (Bridge Courses) 95% of Gmm N/A N/A 90% of Gmm N/A N/A Thickness: (All Courses 1 in. or greater) Per Plans -20% of Target Thickness +20% of Target Thickness -30% of Target Thickness +30% of Target Thickness 60 PWL Ride Quality: Posted Speed Limit ≥55 mph (See Note 1) 50 in ./mi N/A 70 in ./mi N/A 80 in ./mi 60 PWL Ride Quality: Posted Speed Limit ≥40 but <55 mph (See Note 1 ) 70 in ./mi N/A 100 in ./mi N/A 110 in ./mi 60 PWL Ride Quality: Posted Speed Limit <40 mph Not subject to Ride Quality Testing Note 1: Projects with posted speed limits that fall into more than one of the Posted Speed Limit ranges above will be divided into multiple Lots and evaluated separately.

II.166 202 4 Edition Table 450. 77-2 : Quality Limits for Acceptance of ARGG Lots Quality Characteristic Target Specification Limits LSL USL Engineering Limits LEL UEL Acceptance Limit PG Asphalt Binder Grading Per Binder Grade specified N/A N/A Per M3.01.0 Per M3.01.0 N/A PG Asphalt Binder Content Per JMF Target – 0.4% Target + 0.4% Target – 0.6% Target + 0.6% 60 PWL Volumetrics: Air Voids Per JMF Target – 1.3% Target + 1.3% Target – 2.0% Target + 2.0% For Information Only In-Place HMA Mat Density (Cores) 95% of Gmm 92.5% of Gmm 97.5% of Gmm 91.5% of Gmm 98.5% of Gmm 60 PWL In-Place HMA Mat Density (Bridge Courses) 95% of Gmm N/A N/A 90% of Gmm N/A N/A Thickness: (All Courses 1 in. or greater) Per Plans -20% of Target Thickness +20% of Target Thickness -30% of Target Thickness +30% of Target Thickness 60 PWL Ride Quality: Posted Speed Limit ≥55 mph (See Not e 1) 50 in ./mi N/A 70 in ./mi N/A 80 in ./mi 60 PWL Ride Quality: Posted Speed Limit ≥40 but <55 mph (See Not e 1) 70 in ./mi N/A 100 in ./mi N/A 110 in ./mi 60 PWL Ride Quality: Posted Speed Limit <40 mph Not subject to Ride Quality Testing Note 1: Projects with posted speed limits that fall into more than one of the Posted Speed Limit ranges above will be divided into multiple Lots and evaluated separately.

II.167 202 4 Edition Table 450. 77-3 : Quality Limits for Acceptance of OGFC Lots Quality Characteristic Target Specification Limits LSL USL Engineering Limits LEL UEL Acceptance Limit PG Asphalt Binder Grading Per Binder Grade specified N/A N/A Per M3.01.0 Per M3.01.0 N/A PG Asphalt Binder Content (OGFC -P) Per JMF Target – 0.3% Target + 0.3% Target – 0.4% Target + 0.4% 60 PWL PG Asphalt Binder Content (OGFC -AR) Per JMF Target – 0.4% Target + 0.4% Target – 0.6% Target + 0.6% 60 PWL Volumetrics: Air Voids Per JMF Target – 2% Target + 2% Target – 3% Target + 3% For Information Only Ride Quality: Posted Speed Limit ≥55 mph (See Not e 1) 50 in ./mi N/A 70 in ./mi N/A 80 in ./mi 60 PWL Ride Quality: Posted Speed Limit ≥40 but <55 mph (See Not e 1) 70 in ./mi N/A 100 in ./mi N/A 110 in ./mi 60 PWL Ride Quality: Posted Speed Limit <40 mph Not subject to Ride Quality Testing Note 1: Projects with posted speed limits that fall into more than one of the Posted Speed Limit ranges above will be divided into multiple Lots and evaluated separately.

Prior to final acceptance of each HMA Category B Lot produced and placed, the Engineer will periodically evaluate all available Department Acceptance testing data for the Lot. The Contractor’s random QC testing data for each Lot will be included with the Department’s random Acceptance testing data in the acceptance determination, provided that the QC data has been Validated. The Department’s Acceptance data and all Validated Con tractor QC data will be evaluated for conformance with Engineering Limits and for Lot Quality Level in accordance with the requirements of 450.77: Lot Acceptance Determination Based on Testing Data , Part A above using the applicable Quality Limits specified in Tables 450.77 -1, 450.77- 2, or 450.77 -3. After each HMA Category B Lot is complete, including any corrective action, the Engineer will perform a final evaluation of all Department Acceptance data and Validated Contractor QC data for the Lot. The Department will accept the subject Lot if the Engineer’s evaluation of all testing data for the Lot is in conformance with the applicable Quality Limits.

For each HMA Category C Lot produced and placed, the Engineer will evaluate all Department Acceptance testing data for the Lot entered into the Department’s QA Data Spreadsheets after all HMA Sublots are complete in -place. The Contractor’s random QC testin g data for each Lot will not be included with the Department’s random Acceptance testing data in the Acceptance II.168 202 4 Edition determination. Work under HMA Lot Category C will not be subject to an evaluation of Lot Quality Level using QLA procedures. The individual Sublot test results for each HMA Category C Lot will be evaluated against the applicable Specification Limits contained in Tables 450.77 -1, 450.77- 2, or 450.77 -3 (Note: the Engineering Limits are not applied since the inherent variability for Minor Lot quantities is expected to be within the Specification Limits). For Sublots which are outside of the Specification Limits a credit shall be calculated using the following formula: When below LSL: When above USL: Where: If a Sublot t est r esult is outside o f the Engineering L imits, t he E n gineer w ill further a ssess the Sub lot q uality in a ccordance w ith t he r equirements o f 450.77: L ot A cceptance Det erm ination B ased on Te st ing D ata, Part A ( 2). The Engineer w ill determine the disposition o f the Sublot in ac cordance with Subsection 5.03: C onformity w ith P lans an d Specifications . A fter eac h HMA C at egory C L ot is complete, including an y corrective action, the Engineer w ill perform a final evaluation of all Department A cceptance data. T he Department w ill ac cept the sub ject L ot if the Engineer’s ev aluati on of the testing data for ea ch Sublot is in co nformance with the En gineering L imits. 0.78: Q uality Level A nalysis P rocedures For each Quality C haracteristic subject t o an alysis o f Lot Q uality L evel , QLA w ill be used t o deter mine the percentage of the Lot t hat is w ithin t he Specification L i mits. T he number of si gnificant fi gures r etained i n eac h step of the QLA calculations an d th e rounding of al l reported values w ill be as es tablished i n the Department’s Q A Dat a Spreadsheets. Th e es timated p ercentage o f work t hat is within t h e Specification L imits for a given L o t wil l be determined a s f ollows: A.Step 1 – Determine Lot Mean. The Mean ( X ) will be determined for each Lot using all random Department Acceptance sample test values and all random Contractor QC sample test values (provided they have been Validated). The Mean is calculated using the following equation: Where: Disincentive Value = (LSL - x i) x 0.05 x Q x P Disincentive Value = (xi - USL ) x 0.05 x Q x P LSL = Lower Specification Limit for the particular Quality Characteristic USL = Upper Specification Limit for the particular Quality Characteristic xi = Individual Sublot test result Q = Sublot quantity P = Item bid price per ton X = n ∑ = summation of x = individual test value of each material sample n = total number of material samples tested∑x / II.169 202 4 Edition B.Step 2 – Determine LotS tandard D eviation. The Standard Deviation (𝑔𝑔) will be determined for each Lot using all random Department Acceptanc e sample test values and all random Contractor QC sample test values (provided t hey have been Validated). The Standard Deviation is calculated using the following equation: Where: C.Step 3 – Determine Upper Quality Index for Lot. The Upper Quality Index

Deviation calculated in Step 1 and Step 2 above. The Upper Quality Index is calculated using the following equation: Where: D.Step 4 – Determin e Lower Quality Index for L ot. The Lower Q uality Index (Q L) will be determined for each Lot using the Lot Mean and Lot Standard Deviation calculated in Step 1 and Step 2 above. The Lower Quality Index is calculated using the following equation: Where: E.Step 5 – Determine Percentage of Lot Below Upper Specification Limit. The estimated percentage of the Lot falling below the Upper Specification Limit (𝑃 u) will be determined using Table 450.78-1. The Pu value is determined from the table by entering the column for the number of material samples (n) representing the Lot and locating the row that corresponds to the Qu value determined in Step 3 above. If no USL is specified in Table 450.78-1, the Pu value is equal to 100. F.Step 6 – Determin e Percentage of Lot Above Lower Specification Limit. The estimated percentage of the Lot falling above the Lower Specification Limit (P L) will be determined using Table 450.78-1. The PL value is determined from the table by entering the column for the number of material samples (n) representing the Lot and locating the row that corresponds∑(x2) = summation of the squares of individual test values (∑x)2 = summation of the individual test values squareds = USL = Upper Specification Limit from Tables 450.77-1, 450.77-2, or 450.77-3 X = Lot MeanS = Lot Standard Deviation QL = X - LSLs LSL = Lower Specification Limit from Tables 450.77-1, 450.77-2, or 450.77-3 X = Lot Means = Lot Standard Deviationn ∑(x2) – (∑x)2 � Qu = USL - X s II.170 202 4 Edition to the QL value determined in Step 4 above. If no LSL is specified in Table 450.78-1, the PL value is equal to 100. G.Step 7 – Determine Estimated PWL for Lot. The Lot Quality Level will be determined by estimating the PWL. The PWL is determined using the PU value from Step 5 and the PL value from Step 6 above. The PWL is calculated using the following equation: PWL = (P U + P L) - 100 Massachusetts De partment of Transportation – Highway Division II.171 202 4 Edition Table 450. 78-1 : Values for Estimating Percent of Lot Within Specification Limits Pu or Pl (%)(1) Upper Quality Index (Q U) or Lower Quality Index (Q L) n=3 n=4 n=5 n=6 n=7 n=8 n=9 n=10 to n=11 n=12 to n=14 n=15 to n=18 n=19 to n=25 n=26 to n=37 n=38 to n=69 n≥ 70, ≤200 n≥ 201 100 1.16 1.50 1.79 2.03 2.23 2.39 2.53 2.65 2.83 3.03 3.20 3.38 3.54 3.70 3.83 99 1.47 1.67 1.80 1.89 1.95 2.00 2.04 2.09 2.14 2.18 2.22 2.26 2.29 2.31 98 1.15 1.44 1.60 1.70 1.76 1.81 1.84 1.86 1.91 1.93 1.96 1.99 2.01 2.03 2.05 97 1.41 1.54 1.62 1.67 1.70 1.72 1.74 1.77 1.79 1.81 1.83 1.85 1.86 1.87 96 1.14 1.38 1.49 1.55 1.59 1.61 1.63 1.65 1.67 1.68 1.70 1.71 1.73 1.74 1.75 95 1.35 1.44 1.49 1.52 1.54 1.55 1.56 1.58 1.59 1.61 1.62 1.63 1.63 1.64 94 1.13 1.32 1.39 1.43 1.46 1.47 1.48 1.49 1.50 1.51 1.52 1.53 1.54 1.55 1.55 93 1.29 1.35 1.38 1.40 1.41 1.42 1.43 1.44 1.44 1.45 1.46 1.46 1.47 1.47 92 1.12 1.26 1.31 1.33 1.35 1.36 1.36 1.37 1.37 1.38 1.39 1.39 1.40 1.40 1.40 91 1.11 1.23 1.27 1.29 1.30 1.30 1.31 1.31 1.32 1.32 1.33 1.33 1.33 1.34 1.34 90 1.10 1.20 1.23 1.24 1.25 1.25 1.26 1.26 1.26 1.27 1.27 1.27 1.28 1.28 1.28 89 1.09 1.17 1.19 1.20 1.20 1.21 1.21 1.21 1.21 1.22 1.22 1.22 1.22 1.22 1.23 88 1.07 1.14 1.15 1.16 1.16 1.16 1.17 1.17 1.17 1.17 1.17 1.17 1.17 1.17 1.17 87 1.06 1.11 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.12 1.13 1.13 86 1.04 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 85 1.03 1.05 1.05 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 84 1.01 1.02 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 83 1.00 0.99 0.98 0.97 0.97 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.95 0.95 82 0.97 0.96 0.95 0.94 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 81 0.96 0.93 0.91 0.90 0.90 0.89 0.89 0.89 0.89 0.88 0.88 0.88 0.88 0.88 0.88 80 0.93 0.90 0.88 0.87 0.86 0.86 0.86 0.85 0.85 0.85 0.85 0.84 0.84 0.84 0.84 79 0.91 0.87 0.85 0.84 0.83 0.82 0.82 0.82 0.82 0.81 0.81 0.81 0.81 0.81 0.81 78 0.89 0.84 0.82 0.80 0.80 0.79 0.79 0.79 0.78 0.78 0.78 0.78 0.77 0.77 0.77 77 0.87 0.81 0.78 0.77 0.76 0.76 0.76 0.75 0.75 0.75 0.75 0.74 0.74 0.74 0.74 76 0.84 0.78 0.75 0.74 0.73 0.73 0.72 0.72 0.72 0.71 0.71 0.71 0.71 0.71 0.71 75 0.82 0.75 0.72 0.71 0.70 0.70 0.69 0.69 0.69 0.68 0.68 0.68 0.68 0.68 0.67 74 0.79 0.72 0.69 0.68 0.67 0.66 0.66 0.66 0.66 0.65 0.65 0.65 0.65 0.64 0.64 73 0.76 0.69 0.66 0.65 0.64 0.63 0.63 0.63 0.62 0.62 0.62 0.62 0.62 0.61 0.61 72 0.74 0.66 0.63 0.62 0.61 0.60 0.60 0.60 0.59 0.59 0.59 0.59 0.59 0.58 0.58 71 0.71 0.63 0.60 0.59 0.58 0.57 0.57 0.57 0.57 0.56 0.56 0.56 0.56 0.55 0.55 70 0.68 0.60 0.57 0.56 0.55 0.55 0.54 0.54 0.54 0.53 0.53 0.53 0.53 0.53 0.52 69 0.65 0.57 0.54 0.53 0.52 0.52 0.51 0.51 0.51 0.50 0.50 0.50 0.50 0.50 0.50 68 0.62 0.54 0.51 0.50 0.49 0.49 0.48 0.48 0.48 0.48 0.47 0.47 0.47 0.47 0.47 67 0.59 0.51 0.47 0.47 0.46 0.46 0.46 0.45 0.45 0.45 0.45 0.44 0.44 0.44 0.44 66 0.56 0.48 0.45 0.44 0.44 0.43 0.43 0.43 0.42 0.42 0.42 0.42 0.41 0.41 0.41 65 0.52 0.45 0.43 0.41 0.41 0.40 0.40 0.40 0.40 0.39 0.39 0.39 0.39 0.39 0.39 64 0.49 0.42 0.40 0.39 0.38 0.38 0.37 0.37 0.37 0.37 0.36 0.36 0.36 0.36 0.36 63 0.46 0.39 0.37 0.36 0.35 0.35 0.35 0.34 0.34 0.34 0.34 0.34 0.33 0.33 0.33 62 0.43 0.36 0.34 0.33 0.32 0.32 0.32 0.32 0.31 0.31 0.31 0.31 0.31 0.31 0.31 61 0.39 0.33 0.31 0.30 0.30 0.29 0.29 0.29 0.29 0.29 0.28 0.28 0.28 0.28 0.28 60 0.36 0.30 0.28 0.27 0.27 0.27 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.25 0.25 59 0.32 0.27 0.25 0.25 0.24 0.24 0.24 0.24 0.23 0.23 0.23 0.23 0.23 0.23 0.23 58 0.29 0.24 0.23 0.22 0.21 0.21 0.21 0.21 0.21 0.21 0.20 0.20 0.20 0.20 0.20 57 0.25 0.21 0.20 0.19 0.19 0.19 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 56 0.22 0.18 0.17 0.16 0.16 0.16 0.16 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 55 0.18 0.15 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 54 0.14 0.12 0.11 0.11 0.11 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 53 0.11 0.09 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 52 0.07 0.06 0.06 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 51 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 If the calculated value of Q U or Q L does not correspond exactly to a value in the table, use the next higher value. If Q U or Q L are negative values, P U or P L is equal to 100 minus the table value for P U or P L. (1)PU or P L = PWL for positive values of Q U or Q L. Massachuset ts Department of Transportation – Highway Division II.172 202 4 Edition DISPUTE RESOLUTION

450.80: Disputable Items

The Contractor or the Department may dispute any of the test values that are utilized in the acceptance determination for a given Lot. The specific Quality Characteristics which may be disputed are as listed in Table 450.84 -1 below. All disputes shall be initiated within the 30 -day split sample retention time limit as specified in 450.82: Dispute Resolution Samples below.

450.81: Basis for Dispute

Differences from one individual Contractor QC test value to another (or from one individual Department Acceptance test value to another) within a Lot are expected due to inherent variability. Differences are also expected between the QC test values and the Acceptance values for a given Lot as a result of inherent variability. An individual QC test value cannot be directly compared to an individual Acceptance test value since the samples are randomly obtained independent of one another. However, if one or more of either the Contractor’s random QC test values or Department’s random Acceptance test values for a Lot significantly differs from the rest of the test values for the same Lot, either party may dispute the validity of an individual test value.

450.82: Dispute Resolution Samples

Samples used for Dispute Resolution testing shall be the split samples required to be retained for 30 days by the Contractor and the Department in accordance with 450.65: Quality Control Sampling and Testing Requirements, Part D and 450.74: Acceptance Sampling & Testing , Part E. Original cores are to be retained and shall be protected from damage. If In -place density or thickness is disputed, then the original core, unless damaged, will be used in the Dispute Resolution process. If the original disputed core is damaged, then a new core shall be obtained from within a 2 -ft radius of the location of the original core by the party whose data is being disputed in the presence of the other party. If ride quality smoothness test data is disputed, then the disputed Sublot(s) shall be r e- sampled/retested by the party whose data is being disputed in the presence of the other party.

450.83: Dispute Resolution Process

The Contractor may dispute the Department’s Acceptance results and the Department may dispute the Contractor’s QC results by requesting that the dispute resolution split sample be tested. Such a request, either from the Contractor or the Department, must b e made in writing within 5 days after the original sample was tested. The following shall be provided in the written request: a) Sample referenc e number, including Lot and Sublot. b)The specific Q uality Characteristic and test result(s) being disputed. c)The complet e NETTCP TRF containing the disputed results. RMS shall act as the Arbitrator in all disputes related to the specific Quality Characteristics listed in Table 450.84 -1. Once RMS receives the written request, they shall review the dispute and determine the Final Disposition. RMS will perform Dispute Resolution testing or evaluation to resolve the dispute. RMS’s decision will be final. RMS will determine which of the following steps will be completed as part of the Dispute Resolution Process. Massachuset ts Department of Transportation – Highway Division II.173 202 4 Edition A.Step 1 – Split Sample Correlation. Immediately prior to conducting testing for Dispute Resolution, the Contractor’s QC testing personnel, the Department’s Acceptance testing personnel (from the District), and a Department Independent Assurance technician will conduct Split Sample Correlation testing as detailed in 450.75: Split Sample Correction . Split Sample Correlation testing will be conducted on a separate material sample obtained independent from the original sample and the Dispute Resolution sample. The purpose of the Split Sample Correlation testing is to determine if testing procedures or equipment utilized by the Contractor or the Department might be the cause of the disputed result(s). B. Step 2 – Dispute Resolution Sample Testing. RMS will test the Dispute Resolution split sample obtained per 450.82: Dispute Resolution Samples . Testing of the Dispute Resolution split sample shall be performed in the presence of both the Contractor and the Department. C. Step 3 – Additio nal Dispute Resolution Testing. If either the Contractor or the Department believes that the results of the Dispute Resolution split sample testing in Step 2 above do not conclusively resolve the dispute, additional sampling and testing within the disputed Sublot may be requested. In such case, RMS will obtain and test three random samples from the disputed Sublot. The Mean of the three test results will be used as the Dispute Resolution test value.

450.84: Final Disposition

If the difference between the original test value and the Dispute Resolution test value (as determined under either Step 2 or Step 3 above) is within the maximum test difference values listed in Table 450. 84-1, then the original test value will be used in the Acceptance determination for the Lot. If the difference between the original test value and the Dispute Resolution test value exceeds the maximum difference values in Table 450.84 -1, then the Dispute Resolution test value will be used in the Acceptance determination. In such case, the record of the original test value will be retained (with notation of the outcome of Dispute Resolution); however, it will not be used in calculating the Lot quality level. Massachuset ts Department of Transportation – Highway Division II.174 202 4 Edition Table 450. 84-1: Dispute Resolution Maximum Test Difference Values Quality Characteristic Test Method(s) Maximum Test Difference (d2s) PG Asphalt Binder Content AASHTO T 308 ±0.35 Maximum Theoretical Specific Gravity (G mm) AASHTO T 209 (Method A) ±0.020 Bulk Specific Gravity (G mb) AASHTO T 166 (Method A) ±0.020 Volumetrics - Air Voids AASHTO T 269 ±1.20 In-Place Mat Density (Cores) AASHTO T 269 ±1.20 Thickness ASTM D3549 ±0.125 Ride Quality (IRI) AASHTO R 56 Per 450.65: Quality Control Sampling and Testing Requirements , Part F(11)(d) COMPENSATION

450.90: Method of Measurement

A.Patching. HM A 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 Adhesiv e. HMA Joint Adhesive used for adhering all longitudinal joints and transverse joints in HMA pavement courses will be measured by the foot. D.Hot Mix Asp halt. 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 at the time of delivery. When it is determined that the mean thickness of the pavement is not in conformance with the specification limit thicknesses, as specified under 450.74: Acceptance Sampling & Testing , Part F(6), the quantity shall be determined based on the actual pavement course quantity complete, in place, at the target thickness specified on the plans and accepted by the Engineer. Material quantity above the target thickness shall not be considered for payment. Massachusetts Dep artment of Transportation – Highway Division II.175 202 4 Edition 450.91: Basis of Payment A.Patching. HMA for P atching 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 450.43: Preparation of Underlying Surface , Part G, and transportation, delivery, placement, and compaction of HMA for Patching in accordance with 450.43: Preparation of Underlying Surface, Part C. B. Tack Coat. Asph alt 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 450.43: Preparation of Underlying Surface , Par t G. C. Joint Adhesive. HMA J oint 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 450.49: Hot Mix Asphalt Joints . D.Hot Mix Asphalt. Eac h HMA pavement course will be paid for at the contract unit price per ton of in -place mixture under the HMA Pay Items specified (Pay Items 450.10 through 450.70). Payment shall include sweeping the underlying surface, transportation, delivery, placement (including providing an MTV, when required), and compaction of each HMA pavement course in accordance with 450.43: Preparation of Underlying Surface through 450.52: Opening to Traffic . Mobile lighting for nighttime milling and paving, in accordance with 450.47: 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 450.49: 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, except sawcutting pavement for box widening, which will be paid under Item 482.5. E. Contractor Qualit y 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 Department Acceptance samples. Failure of the Contractor to perform adequate Quality Control in accordance with the specifications and the Contractor’s approved QC Plan will be justification for withholding payment.

450.92: Pay Adjustment

Payment for each HMA Category A Lot and Category B Lot will be determined based on the final Lot Quality Level (PWL) computed in accordance with the QLA procedures contained 450.78: Quality II.176 202 4 Edition Level Analysis Procedures . Pay adjustments will be determined for each of the Acceptance Quality Characteristics identified in Table 450. 92-1. The relative pay adjustment weight assigned to each of the HMA Quality Characteristics is indicated in Table 450.92-1. Table 450. 92-1 : Pay Adjustment Weight Assigned to HMA Quality Characteristics HMA Quality Characteristics Pay Adjustment Weight PG Asphalt Binder Content 10% Volumetrics - Air Voids 15% In-Place HMA Mat Density 35% Thickness 10% Ride Quality (IRI) 30% A.Lot Pay Factor. A Pay Factor (PF) will be determined for each HMA Lot using the Quality Level (PWL) computed for the Lot and the equation bel ow: The Lot Pay Factor will be used to determine the pay adjustment for each Quality Characteristic as further outlined below. B.Pay Adjustment for PG Asphalt Binder Content. Pay adjustment for PG Asphalt Binder Content shall be applied to Pay Item 999.490 at the completion of the HMA Lot. The total Lot pay adjustment for PG Asphalt Binder Content will be determined as follows: Where: from Table 450.92- 1, 𝐴𝐴𝑥𝑥𝑝𝑝𝑝𝑝𝐴𝐴𝑔𝑔𝑔𝑔𝐴𝐴𝑑𝑑 𝐴𝐴𝑔𝑔 𝐴𝐴 𝑑𝑑𝐴𝐴𝑖𝑖𝑖𝑖𝑁𝑁𝐴𝐴𝐴𝐴 C.Pay Adjustment for Volumetrics (Air Voids). Pay adjustment for Volumetrics (Air Voids) shall be applied to Pay Item 999.491 at the completion of the HMA Lot. The total Lot pay adjustment for Volumetrics (Air Voids) will be determined as follows: PayFactor(PF) = 55 + 0.5(QualityLevel ) 100_________________________ PAPGAB = ∑ (PFi – 1)(Qi)(Pi)(P AWPGAB) PA PGAB = Pay adjustment in dollars for PG Asphalt Binder Content PF i = Pay factor based on Quality Level (PWL) of PG Asphalt Binder Content for individual Lot (i) Qi = Quantity represented by individual Lot (i), in tons Pi = Contract unit price per ton for individual Lot (i) P AW PGAB = Weight given to PG Asphalt Binder Content pay adjustment, Division Standard Specifications for Highways and Bridges PAAir Voids = ∑ (PFi – 1)(Qi)(Pi)(PAWAir Voids ) Where: D.Pay Adjustment for In -Place HMA Mat Density. Pay adjustment for In -Place HMA Mat Density shall be applied to Pay Item 999.492 at the completion of the HMA Lot. The total Lot pay adjustment for In -Place HMA Mat Density will be determined as follows: Where: E.Pay Adjustment for Thickness. Pay adjustment for Thickness shall be applied to Pay Item 999.493 at the completion of the HMA Lot. The total Lot pay adjustment for Thickness will be determined as follows: Where: F.Pay Adjustment for Ride Quality. Pay adjustment for Ride Quality shall be applied to Pay Item 999.494 at the completion of all HMA Lots. Although Ride Quality Acceptance testing will be performed only on the final pavement course, the pay adjustment will be applied to the total quantity o f all HMA pavement courses placed. Since each wheel path of the final pavement course represents a Lot for Ride Quality, the quantity for each Lot shall be computed by dividing the total quantity of all pavement courses placed by the PA Air Voids = ∑ (PF i – 1)( Qi)(Pi)(PAW Air Voids ) PA Air Voids = Pay adjustment in dollars for Volumetrics (Air Voids) PFi = Pay factor based on Quality Level (PWL) of Volumetrics (Air Voids) for individual Lot (i) Qi = Quantity represented by individual Lot (i) in tons Pi = Contract unit price pe r ton for indi vidual Lot (i) PAW AirVoids = Weight given to Volumetrics (Air Voids) pay adjustment, from Table 450.92-1, expressed as a decimal PAIn-Place Density = ∑ (PFi – 1)(Qi)(Pi)(PAWIn-Place Density ) PA In-Place Density = Pay adjustment in dollars for In Place HMA Mat Density PFi = Pay factor based on Quality Level (PWL) on In Place HMA Mat Density for individual Lot (i) Qi = Quantity represented by individual Lot (i) in tons Pi = Contract unit price per ton for individual Lot ( i) PAW In-Place Density = Weight given to In Place HMA Density pay adjustment, from Table 450.92-1, expressed as a decimal PAThickness = ∑ (PFi – 1)(Qi)(Pi)(PAWThickness ) PA Thickness = Pay adjustment in dollars for Thickness PFi = Pay factor based on Quality Level (PWL) of Thickness for individual Lot (i) Qi = Quantity represented by individual Lot (i) in tons Pi = Contract unit price per ton for individual Lot (i ) PAW Air Voids = Weight given to Thickness pay adjustment, from Table

1, expressed as a decimal

II.178 202 4 Edition number of wheel paths for all lanes tested in the final pavement course. The total Lot pay adjustment for Ride Quality will be determined as follows: Where: PARide Quality = ∑ ( PFi – 1)(Qi)(Pi)(PAWRide Quality ) PA Ride Quality = Pay adjustment in dollars for Ride Quality PF i = Pay factor based on Quality Level (PWL ) of Ride Quality for individual Lot (i) Qi = Quantity represented by individual Lot (i) in tons Pi = Contract unit price per ton for individual Lot (i) PAW Ride Quality = Weight given to Ride Quality pay adjustment, from Table

1, expressed as a decimal

II.179 202 4 Edition 450.93: Payment Items

Open -Graded Friction Course - 9.5 - Polymer (OGFC - P) ........................... Ton

450.11Open -Graded Friction Course - 9.5 - Asphalt Rubber (OGFC - AR) ......... Ton

450.21SUPERPAVE Surface Course - 4.75 (SSC - 4.75) .............................................. Ton

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

450.22SUPERPAVE Surface Course - 9.5 (SSC - 9.5) .................................................... Ton

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

450.23SUPERPAVE Surface Course - 12.5 (SSC - 12.5) .............................................. Ton

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

450.24SUPERPAVE Surface Course - 19.0 (SSC - 19.0) .............................................. Ton

1 SUPERPAVE Surface Course - 19.0 - Polymer (SSC - 19.0 - P) ................... Ton

450.31SUPERPAVE Intermediate Course - 12.5 (SIC - 12.5) .................................... Ton

1 SUPERPAVE Intermediate Course - 12.5 - Polymer (SIC - 12.5 - P) ........ Ton

SUPERPAVE Intermediate Course – 19.0 (SIC – 19.0) .................................. Ton

1 SUPERPAVE Intermediate Course – 19.0 - Polymer (SIC – 19.0 - P) ...... Ton

SUPERPAVE Base Course - 25.0 (SBC - 25.0) ................................................... Ton

SUPERPAVE Base Course – 37.5 (SBC – 37.5) .................................................. Ton

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

SUPERPAVE Leveling Course – 9.5 (SLC – 9.5) ................................................ Ton

450.53SUPERPAVE Leveling Course – 12.5 (SLC – 12.5) .......................................... Ton

SUPERPAVE Bridge Surface Course - 9.5 (SSC -B - 9.5) ................................ Ton

1 SUPERPAVE Bridge Surface Course – 9.5 – Polymer

(SSC -B – 9.5 - P) ........................................................................................................ Ton

SUPERPAVE Bridge Surface Course - 12.5 (SSC -B - 12.5) ........................... Ton

1 SUPERPAVE Bridge Surface Course - 12.5 – Polymer

(SSC -B - 12.5 - P) ...................................................................................................... Ton

SUPERPAVE Bridge Protective Course - 9.5 (SPC -B - 9.5) .......................... Ton

1 SUPERPAVE Bridge Protective Course - 9.5 – Polymer

(SPC -B - 9.5 - P) ......................................................................................................... Ton

SUPERPAVE Bridge Protective Course – 12.5 (SPC -B – 12.5) ................... Ton

1 SUPERPAVE Bridge Protective Course – 12.5 – Polymer

(SPC -B – 12.5 - P) ..................................................................................................... Ton

Asphalt Rubber Gap Graded - 12.5 (ARGG - 12.5) .......................................... Ton

451. HMA for Patching ......................................................................................................... Ton 452. Asphalt Emulsion for Tack Coat ............................................................................. Gallon 453. HMA Joint Adhesive .................................................................................................... Foot

999.490 HMA Pay Adjustment – PG Asphalt Binder Content1 .................................... Dollar

1 HMA Pay Adjustment – Volumetrics (Air Voids)1........................................... Dollar

2 HMA Pay Adjustment – In-place Mat Density1 ................................................. Dollar

3 HMA Pay Adjustment – Thickness1 ...................................................................... Dollar

4 HMA Pay Adjustment –Ride Quality1 ................................................................... Dollar

1Not a bid item. II.180 202 4 Edition SUB