COMMONWEALTH OF MASSACHUSETTS

DEPARTMENT OF TRANSPORTATION

STANDARD SPECIFICATIONS

for Highways and Bridges

2026 Edition

DIVISION III

Massachusetts Department of Transportation – Highway Division Standard Specifications for Highways and Bridges i 2026 Edition

TABLE OF CONTENTS

Section M: Materials

Approval and Acceptance Sampling and Testing Certification

Section M1: Soils and Borrow Materials M1.00.0: General M1.01.0: Ordinary Borrow M1.02.0: Special Borrow M1.03.0: Gravel Borrow M1.03.1: Processed Gravel for Subbase M1.04.0: Sand Borrow M1.04.1: Sand Borrow for Subdrains M1.05.0: Loam M1.06.0: Compost M1.08.0: Impervious Soil Borrow M1.09.0: Reclaimed Pavement Borrow Material M1.10.0: Pavement Milling Mulch

Section M2: Aggregates and Related Materials M2.01.0: Crushed Stone M2.01.7: Dense Graded Crushed Stone for Sub-base M2.01.8: Processed Glass Aggregate M2.02.0: Riprap M2.02.1: Rockfill M2.02.2: Dumped Riprap M2.02.3: Stone for Pipe Ends M2.02.4: Modified Rockfill M2.03.0: Granite Rubble Block M2.04.0: Aggregate for Sand Blasting M2.05.0: Stone Screenings M2.06.0: Slope Paving M2.06.1: Slope Paving Under Bridge M2.06.2: Channel Paving

Section M3: Asphaltic Materials M3.00.0: General M3.01.0: Performance Graded Asphalt Binder M3.01.1: Standard Asphalt Binder Grade M3.01.2: Modified Asphalt Binder Grades M3.01.3: Asphalt Binder Grade for Recycled Asphalt Materials M3.01.4: Warm Mix Asphalt Additive M3.01.5: Asphalt Anti-Stripping Additive M3.01.6: Asphalt Release Agents ii 2026 Edition

M3.02.0: Cutback Asphalts M3.03.0: Asphalt Emulsions M3.03.1: Anionic Emulsified Asphalt M3.03.2: Cationic Emulsified Asphalt M3.03.3: Polymer Modified Emulsified Asphalt M3.05.0: Pavement Crack Sealers and Joint Adhesives M3.05.1: Chemically Modified Crumb Rubber Crack Sealer M3.05.2: Hot Applied Crack Sealer M3.05.3: Asphalt-Fiber Crack Sealer M3.05.4: Hot Applied Pavement Joint Adhesive M3.05.5: Preformed Bituminous Joint Filler for Concrete M3.06.0: Hot Mix Asphalt M3.06.1: General M3.06.2: Aggregate for Hot Mix Asphalt M3.06.3: Performance Graded Asphalt Binder M3.06.4: Hot Mix Asphalt Mixture Design M3.06.5: Verification of Laboratory Trial Mix Formula M3.07.0: HMA for Driveways, Sidewalks, Berm, and Curb M3.08.0: Cold Patch for Temporary Patching M3.10.0: Surface Preservation Treatment M3.10.2: Stress Absorbing Membrane & Stress Absorbing Membrane Interlayer M3.10.5: Ultrathin Bonded Overlay M3.12.0: Hot Mix Asphalt Production Facility M3.12.1: HMA Plant Facility Inspection M3.13.0: Hot Mix Asphalt Materials Testing Laboratory and Equipment M3.13.1: Contractor Quality Control Laboratory M3.13.2: Department Acceptance Laboratory at HMA Production Facility

Section M4: Cement Concrete and Related Materials M4.00.0: General M4.01.0: Constituent Materials and Mix Design Formulations of Cement Concrete M4.01.1: Cementitious Materials M4.01.2: Aggregate M4.01.3: Mixing Water M4.01.4: Chemical Admixtures M4.01.5: Fibers M4.01.6: Mix Design Formulation M4.02.0: Concrete Produced by Stationary and Truck Mixers M4.02.1: Control, Handling, and Storage of Constituent Materials M4.02.2: Measuring Materials M4.02.3: Batching M4.02.4: Mixers and Agitators M4.02.5: Mixing and Delivery M4.03.0: Concrete Produced by Volumetric Mixers M4.03.1: Calibration and Verification Testing M4.03.2: Producer Quality Control iii 2026 Edition

M4.03.3: Department Acceptance M4.04.0: Cementitious, Grout, Mortar, and Concrete Products M4.04.1: Concrete and High Strength Mortar Products M4.04.2: Rapid Hardening Cementitious Products for Concrete Repairs M4.04.3: Mortar Products for Unit Masonry M4.04.4: Grout Products for Unit Masonry M4.04.5: Non-Shrink Grout Products M4.05.0: Brick, Block, and Drycast Segmental Retaining Wall Units M4.05.1: Concrete Masonry Units for Catch Basins and Manholes M4.05.2: Clay Brick for Sewer and Manholes M4.05.3: Sidewalk Brick M4.05.4: Precast Concrete Block for Slope Paving M4.05.5: Drycast Segmental Retaining Wall Units M4.06.0: Cement Concrete M4.06.1: Conventional Concrete M4.06.2: High Performance Concrete M4.06.3: High Early Strength Concrete M4.06.4: Rapid Hardening Concrete M4.06.5: Lightweight Concrete M4.06.6: Self-Consolidating Concrete M4.06.7: Exterior Slab Concrete M4.06.8: Pavement Concrete M4.06.9: Mass Placement Concrete M4.06.10: Fiber Reinforced Concrete M4.06.11: Ultra-High Performance Concrete M4.06.12: Shotcrete M4.06.13: Underwater Concrete M4.06.14: Drycast Concrete M4.07.0: Elastomeric Concrete M4.08.0: Controlled Low-Strength Materials M4.09.0: Precast, Prestressed, and Prefabricated Concrete Products M4.09.2: Fabrication Methods M4.09.3: Fabricator Quality Control M4.09.4: Department Acceptance M4.10.0: Epoxy Resin Adhesive Products M4.10.1: Base Bonding System for Concrete M4.10.2: Concrete Crack Sealers M4.11.0: Evaporation Reducing Materials M4.11.1: Liquid-Applied Evaporation Reducers M4.11.2: Fogging Nozzles M4.12.0: Curing Materials M4.12.1: Curing Water Nozzles M4.12.2: Saturated Covers M4.12.3: Sheet Materials M4.12.4: Liquid Membrane-Forming Compounds M4.13.0: Protective Sealing Compounds iv 2026 Edition

Section M5: Pipe, Culvert Sections and Conduit M5.00.0: Pipe, Culvert Sections and Conduit M5.01.0: Joint Materials for Pipe M5.02.1: Reinforced Concrete Pipe M5.02.2: Reinforced Concrete Pipe Flared Ends M5.03.0: Corrugated Metal Pipe M5.03.1: Perforated Corrugated Metal Pipe M5.03.6: Metal End Sections M5.03.7: Plastic (PVC) Pipe M5.03.8: Polymeric Precoated Corrugated Metal Pipe M5.03.9: Slot-Perforated Corrugated Plastic Pipe M5.03.10: Corrugated Plastic Pipe M5.03.11: Porous Concrete Pipe M5.04.0: Asphalt Coated Corrugated Metal Pipe Arches M5.04.1: Fabrication M5.04.2: Structural Plate for Pipe and Pipe Arches M5.04.3: Asphalt Coated Smooth Steel Liner Helically Corrugated Shell Metal Pipe M5.05.3: Ductile Iron Pipe and Fittings M5.05.4: Acrylonitrile - Butadiene - Styrene (ABS) Pipe M5.06.0: Copper Tubing M5.07.0: Electrical Conduit-Rigid Nonmetallic (Type NM) M5.07.1: Electrical Conduit-Rigid Metallic (Type RM) M5.07.2: Electrical Conduit-Flexible Metallic (Type FM) M5.08.0: Pull and Junction Boxes – Metallic

Section M6: Roadside Development Materials M6.00.0: General M6.01.0: Inorganic Amendments M6.02.0: Fertilizer M6.03.0: Long Term Seed Mixes for Lawns and Slopes M6.03.1: Short Term Erosion Control Seed M6.04.0: Mulch M6.04.1: Hay Mulch M6.04.2: Straw Mulch M6.04.3: Wood Chip Mulch M6.04.4: Wood Fiber Mulch M6.04.5: Aged Pine Bark Mulch M6.05.0: Sod M6.06.0: General Planting M6.06.1: Nursery Stock – General M6.06.2: Nursery Stock – Balled and Burlapped M6.06.3: Nursery Stock – Container Grown M6.06.4: Nursery Stock – Bare-Root M6.06.5: Nursery Stock – Seedlings M6.06.6: Nursery Stock – Trees M6.06.7: Nursery Stock – Shrubs, Vines, Groundcover and Perennials v 2026 Edition

M6.07.0: Delivery and Protection M6.07.1: Wrapping for Transport M6.08.0: Materials for Guying and Staking M6.08.1: Temporary Fencing for Tree Protection M6.08.2: Trunk Cladding for Tree Protection M6.08.3: Sheeting for Tree Root Protection M6.09.0: Water for Irrigation

Section M7: Paints, Protective Coatings and Pavement Markings M7.00.0: General Requirements for Paints and Protective Coatings M7.01.03 Liquid Thermoplastic Striping Material M7.01.04: Fast Drying White and Yellow Waterborne Traffic Paint M7.01.07: Glass Beads M7.02: Structural Paint M7.03: Enamels M7.04: Miscellaneous Coatings M7.05: Epoxy Protective Coating M7.10.0: Galvanized Coatings M7.15.0: Metallized Coatings M7.20.0: Anodized Coatings M7.25.0: Powder Coatings

Section M8: Metals and Related Materials M8.00.0: General M8.01.0: Reinforcing Bars M8.01.1: Cold Drawn Steel Wire M8.01.2: Welded Steel Wire Fabric M8.01.3: Steel Bar Mats M8.01.4: Tie Bars and Bolts M8.01.5: Anchor Bolts, Nuts, and Washers M8.01.7: Epoxy Coated Reinforcing Bars M8.01.8: Galvanized Reinforcing Bars M8.01.9: Mechanical Reinforcing Bar Splicer M8.02.0: Drilled Steel Rods M8.03.0: Iron Castings M8.03.2: Steel Castings M8.04.1: Stud Shear Connectors M8.04.3: High Strength Bolts M8.05.0: Bridge Related Structural Steel M8.05.1: Steel Piles M8.05.4: Steel Sheeting M8.05.5: Steel Pipe Piles M8.05.6: Steel Casing for Drilled Shaft Foundations M8.05.7: Micropiles M8.05.8: Steel Extrusions M8.05.9: Bridge Railing, Steel vi 2026 Edition

M8.06.0: Fabrication Requirements M8.06.1: Fabrication Shop Approval M8.06.2: Fabrication Shop Documents M8.06.3: Fabrication Shop Drawings M8.06.4: Fabrication Shop Schedule M8.06.5: Fabrication Verification Inspection M8.06.6: Fabrication Quality Control Inspection M8.06.7: Fabrication Required Material Documentation M8.06.8: Fabrication Non-conformances M8.06.9: Fabrication Process M8.07.0: Guardrail M8.07.1: Guardrail End Treatment M8.09.0: Chain Link Fences and Gates M8.09.1: Bonded Vinyl Coated Chain Link Fences, Posts, Rails, Fabric, Gates and

Accessories M8.10.0: Steel Pipe Rail or Fence M8.13.0: Aluminum Handrail, Protective Screen, and Snow Fence M8.14.0: Load Transfer Assembly M8.15.0: Strand Chuck M8.16.0: Electrical Wire & Cable M8.16.1: Type 1 Traffic Signal Cable (Installed above ground or in Duct) M8.16.2: Type 2 Traffic Signal Cable (Installed above ground or in Duct) M8.16.3: Type 3 Traffic Signal Cable (Installed above ground) M8.16.4: Type 4 Traffic Signal Cable (Installed above ground) M8.16.5: Type 5 Traffic Signal Cable (Direct Burial) M8.16.7: Type 7 General Purpose Wire (XHHW-2 with XLP Jacket) M8.16.8: Type 8 Direct Burial Wire (USE) M8.16.9: Type 9 Special Purpose Wire (TW-THW-UF) M8.16.10: Type 10 Grounding and Bonding Conductors (Solid or Standard, Insulated or

Bare) M8.16.11: Shielded Loop Detector Lead-In cable M8.16.12: Type 12 Multi-conductor heavy duty portable power cord M8.16.13: Type 13 Loop Detector Wire THHN with Tube M8.16.14: Type 14 Coaxial Cable M8.16.15: Type 15 Cat5e Ethernet Cable M8.16.16: Type 16 Twisted Pair Copper Cable M8.16.17: Type 17 Twisted Pair Copper/Fiberoptic Hybrid Cable M8.17.0: Ground Rod M8.18.0: Traffic Signal, Highway Lighting, and Sign Supports M8.18.1: Traffic Signal Supports M8.18.2: Highway Lighting Poles and Arms M8.18.3: Sign Supports M8.19.1: Aluminum Sign Panels M8.20.4: Anti-Glare Systems M8.21.0: Stay-in-Place Bridge Deck Forms M8.22.0: Cross Hole Sonic Testing Access Pipes vii 2026 Edition

Section M9: Miscellaneous Materials M9.00.0: General M9.01.0: Calcium Chloride M9.01.1: Sodium Chloride M9.02.0: Herbicides M9.03.0: Insecticides M9.04.0: Curb and Edging M9.04.1: Granite Curb M9.04.2: Granite Edgestone M9.04.4: Stone for Stone Masonry Walls M9.04.5: Granite Curb Inlets M9.04.6: Granite Curb Corners M9.04.8: Granite Bounds M9.04.9: Dry Stone Masonry M9.05.0: Lumber and Wood Sheeting M9.05.1: Wood Products M9.05.5: Wood Preservatives M9.05.6: Timber Piles M9.06.0: Waterproof Paper Covers M9.06.1: Polyethylene Covers M9.06.2: Tar Paper M9.06.3: Burlap M9.06.4: Polyethylene Coated Burlap M9.06.5: Impervious Liquid Membrane M9.07.0: Plastic Waterstops M9.08.0: Waterproofing Membranes M9.08.1: Spray-Applied Waterproofing Membrane M9.08.2: Sheet Membrane M9.08.3: Hot Applied Rubberized Asphalt Membrane M9.09.0: Primer and Damp-Proofing M9.09.1: Primer M9.09.2: Damp-Proofing M9.11.0: Insulation and Waterproof Jackets M9.11.1: Cellular Glass M9.11.2: Fiberglass M9.11.3: Polystyrene M9.11.4: Urethane M9.11.5: Waterproof Jackets M9.13.0: Hydrated Lime M9.14.0: Preformed Expansion Joint Filler M9.14.1: Preformed Compression Joint Seals (Bridges) M9.14.2: Closed Cell Foam Joint Filler M9.14.3: Polyurethane Joint Sealer M9.14.4: Polyurethane Joint Sealer, Non-Sag M9.14.5: Elastomeric Bearing Pads M9.14.6: Bonded Closed Cell Joint System viii 2026 Edition

M9.15.0: Liquid Penetrant/Sealant M9.16.1: Rubber-Cotton Duck Bearing Pad M9.16.2: Molded Fabric Bearing Pad M9.17.0: Asphaltic Binder for Asphaltic Bridge Joint System M9.17.1: Aggregate for Asphaltic Bridge Joint System M9.17.2: Backer Rod M9.17.3 Bridge Plate for Asphaltic Bridge Joint System M9.17.4: Neoprene Seals M9.18.0: Impact Attenuators M9.18.1: Redirective Impact Attenuators M9.18.2: Non-Redirective Impact Attenuators M9.18.3: Low-Maintenance Impact Attenuators M9.30.0: Retroreflective Sheeting M9.30.4: Acrylic Plastic 3.25 Inch Diameter Center-Mount Reflectors M9.30.6: Temporary Raised Pavement Markers M9.30.7: Guardrail Delineator M9.30.8: Reflectorized Flexible Delineator Post M9.30.9: Reflectorized Drum M9.30.10: Guardrail Termini Delineator M9.30.11: Traffic Cones M9.31.0: Non-motorized Traffic Counting Stations (NTCS) M9.31.1: NTCS for Intersections M9.31.2: NTCS for Trails M9.40.0: Drilling Slurry M9.40.1: Well Casing Pipe M9.40.2: Water Pumps M9.40.3: Chlorine Solution M9.40.4: Plastic Water Pipe, Flexible M9.40.5: Plastic Water Pipe, Rigid (PVC) M9.40.6: Plastic Water Pipe, Rigid (ABS) M9.40.7: Copper Water Tube, Seamless M9.40.8: Steel Water Pipe, Galvanized M9.50.0: Geotextile Fabrics

Section M10: Traffic Control Devices M10.00.0: General M10.01.0: Advanced Transportation Controller Cabinets (General) M10.01.1: P4 ATC Cabinet M10.01.2: P1 ATC Cabinet M10.01.3: 352 ATC Cabinet M10.01.4: 336S ATC Cabinet M10.02.0: Advanced Transportation Controller M10.05.0: Traffic Signal Structures (General) M10.05.1: Signal Posts and Bases M10.11.0: RRFB Assemblies M10.16.0: Temporary Barrier ix 2026 Edition

M10.16.1: Limited Deflection Temporary Barrier M10.16.2: Delineators for Temporary Barrier

DIVISION III:

MATERIALS SPECIFICATIONS

Section M: Materials

Section M1: Soils and Borrow Materials

Section M2: Aggregates and Related Materials

Section M3: Asphaltic Materials

Section M4: Cement and Cement Concrete Materials

Section M5: Pipe, Culvert Sections and Conduit

Section M6: Roadside Development Materials

Section M7: Paints, Protective Coatings

Section M8: Metals and Related Materials

Section M9: Miscellaneous Materials

Section M10: Traffic Control Devices

III.1 2026 Edition

SECTION M: MATERIALS

Approval and Acceptance

All materials must be approved prior to incorporation in the work. Approval of materials shall be in accordance with the applicable requirements of Subsection 5.03: Conformity with Plans and Specifications and Section 6.00: Control of Materials. Materials may be approved at the source of manufacture or at the project site. Information regarding the origin, composition and/or manufacture of any material shall be furnished if requested by the Engineer.

Approval and acceptance of any material intended for use in the work of the Department is contingent upon the particular material conforming to a designated specification. All questions relating to materials will be resolved by RMS or its duly authorized representative.

The Department maintains a QCML of commonly used materials that meet these specifications.

Sampling and Testing

Materials will be sampled and tested in accordance with the designated Standards. The applicable edition of the Standard shall be as stipulated in Subsection 1.03: Defined Terms.

Sampling of materials will be performed by Department personnel, personnel authorized by the Department or personnel under Department supervision.

Certification

Materials accepted on certification as stipulated in Subsection 6.01: Source of Supply and Quality fall into two categories:

• Those accepted on a particular certification and sampling frequency.

• Those accepted on certification alone.

A listing of materials falling into one or the other of the above categories will be furnished upon request to RMS.

III.2 2026 Edition

SECTION M1: SOILS AND BORROW MATERIALS

M1.00.0: General

All Soils and borrow materials shall conform to the requirements of the specifications as designated hereinafter.

M1.01.0: Ordinary Borrow

Ordinary Borrow shall consist of a material satisfactory to the Engineer and not specified as gravel borrow, sand borrow, special borrow material or other particular kind of borrow.

This material shall have the physical characteristics of soils designated as group A-1, A-2-4 or A-3 under AASHTO M 145. It shall have properties such that it may be readily spread and compacted for the formation of embankments.

The use of PGA meeting the requirements of M2.01.8: Processed Glass Aggregate may be homogeneously blended with the borrow material up to an addition rate of 10 % by mass in areas that will not be exposed, providing the AASHTO M 145 physical characteristics are maintained.

M1.02.0: Special Borrow

Special Borrow shall consist of one of the following:

• A native in-situ soil that is classified under AASHTO M 145 as A-3, or that portion of A-1 and A-2 with less than 12% passing the No. 200 sieve as determined by AASHTO T 311.

• A crushed rock, either obtained from ledge excavation on the project or other approved sources, that meets the following requirements:

Type Percentage Percent of wear LA abrasion test 50% Maximum Plasticity Index 6% Maximum

Table M1.02.0-1: Gradation Requirements for Special Borrow Sieve Designation Percent Passing

6 in. 100

2 in. 90-100

No. 4 mesh 20-65

No. 200 mesh 0-12

The use of PGA meeting the requirements of M2.01.8: Processed Glass Aggregate may be blended with either special borrow material outlined above. An addition rate of 10% by mass in areas where the borrow will not be exposed will be allowed, providing the physical characteristics are maintained. The PGA will be blended so as to produce a homogeneous borrow material.

III.3 2026 Edition

M1.03.0: Gravel Borrow

Gravel Borrow shall consist of inert material that is hard, durable stone and coarse sand, free from loam and clay, surface coatings, and deleterious materials.

Gradation requirements for gravel shall be determined by AASHTO T 311 and shall conform to the following:

Table M1.03.0-1: Gradation Requirements for Gravel Borrow Sieve Designation Percent Passing

½ in. 50-85

No. 4 40-75

No. 50 8-28

No. 200 0-10

Maximum size of stone in gravel shall be as follows:

Material Type Size M1.03.0 Type a 6 in. largest dimension M1.03.0 Type b 3 in. largest dimension M1.03.0 Type c 2 in. largest dimension M1.03.0 Type d 1.5 in. largest dimension

The gradation for Gravel Borrow for Bridge Foundations shall have at least 70% passing the ¾-in.

sieve.

The use of PGA meeting the requirements of M2.01.8: Processed Glass Aggregate may be homogeneously blended with the processed gravel up to an addition rate of 10% by mass, providing the subbase material will not be exposed. The resulting blend will meet the physical requirements of gravel borrow types a, b, c and d specified above.

M1.03.1: Processed Gravel for Subbase

This specification covers the quality and gradation for subbase material of crusher run gravel.

Gravel shall consist of inert material that is hard, durable stone and coarse sand, free from loam and clay, surface coatings and deleterious materials.

The coarse aggregate shall have a percentage of wear, by the Los Angeles Abrasion Test, of not more than 50.

The gradation shall meet the following requirements:

III.4 2026 Edition

Table M1.03.1-1: Gradation Requirements for Processed Gravel for Subbase Sieve Designation Percent Passing

3 in. 100

1 ½ in. 70-100

¾ in. 50-85

No. 4 30-60

No. 200 0-10

The approved source of bank-run gravel material shall be processed by mechanical means. The equipment for producing crushed gravel shall be of adequate size and with sufficient adjustments to produce the desired materials. The processed material shall be stockpiled in such a manner to minimize segregation of particle sizes. All processed gravel shall come from approved stockpiles.

The use of PGA meeting the requirements of M2.01.8: Processed Glass Aggregate may be homogeneously blended with the processed gravel up to an addition rate of 10% by mass, providing the subbase material will not be exposed. The resulting blend will meet the physical requirements of processed gravel specified above.

M1.04.0: Sand Borrow

Sand Borrow shall consist of clean inert, hard, durable grains of quartz or other hard durable rock, free from loam or clay, surface coatings and deleterious materials. The allowable amount of material passing a No. 200 sieve as determined by AASHTO T 11 shall not exceed 10% by weight.

The maximum particle size for Sand Borrow shall be as follows:

Material Type Size M1.04.0 Type a ¼ in M1.04.0 Type b ⅜ in.

The use of PGA meeting the requirements of M2.01.8: Processed Glass Aggregate will be allowed at an addition rate of 10% mass to type b sand borrow. This addition is allowed providing the material will not be exposed, that the blended material is homogeneous and that the physical requirements specified for Sand Borrow above are maintained.

M1.04.1: Sand Borrow for Subdrains

Sand for use in subdrain installations shall conform to the requirements of M1.04.0: Sand Borrow with the following grading limitations, as determined by AASHTO T 311:

III.5 2026 Edition

Table M1.04.1-1: Gradation Limitations for Sand Borrow for Use in Subdrains Sieve Size Minimum Percent by Weight

Passing Through Maximum Percent by Weight

Passing Through

½ in. 100

⅜ in. 85 100

No. 4 60 100

No. 16 35 80

No. 50 10 55

No. 100 2 10

M1.05.0: Loam

Loam shall be fertile, friable soil obtained from naturally well-drained areas or shall be the product of a commercial sand and gravel processing facility. It shall be uncontaminated by salt water, foreign matter, or substances harmful to plant growth. Loam shall be free of debris rocks, clods, and any other extraneous matter. Loam for Roadsides shall have no material greater than 1 in. in diameter. Loam for Lawns shall have no material greater than ½ in. in diameter.

Loam shall have the following mechanical analysis:

Table M1.05.0-1: Gradation Requirements for Loam Sieve Size Percent Passing

No. 10 85-100

No. 40 35-85

No. 200 10-35

<20 µm <5

Testing shall be on material that has passed the No. 10 sieve. Loam shall contain 4% to 10% organic matter as determined by the loss on ignition of oven-dried samples. Lawn areas shall have an organic content of at least 4%. Organic content for lawn areas shall be at least 4%; for woody plantings, organic content shall be 7% to 10%. Salinity (electrical conductivity) shall be less than

0.1 S/m as determined by a 1:2 (by volume) soil-to-water mix. Salt test samples shall not be oven-dried. The acidity range of the Loam shall be pH 5.5 to 7.0.

The Contractor shall provide testing submittals as follows:

• One 25-lb representative sample per source of loam

• For sources providing >1,000 yd³, one additional 25-lb representative sample for each

1,000 yd³ unit of soil

In addition, five random representative 25-lb samples of on-site stockpiles of delivered loam shall be collected and packaged in the presence of the Engineer.

The Contractor shall deliver samples to testing laboratories and shall have the testing report sent directly to the Engineer.

III.6 2026 Edition

Testing and analysis will be at the Contractor's expense. Soil samples shall be dry. Tests for particle gradation, organic content, and pH shall be performed by an Agricultural Experiment Station testing laboratory or other testing laboratory approved by the Engineer. Soil analysis tests shall show recommendations for soil additives to correct soils deficiencies, and for additives necessary to accomplish particular planting objectives noted. University of Massachusetts Agricultural Extension Service methods for soil and soil additive analysis shall be used.

No Loam shall be delivered to the site until the review and approval of loam test results by the Engineer.

M1.06.0: Compost

The Contractor shall submit for approval a written list of all vendors of manufactured compost that will be used on the project, including locations of compost facilities and feedstock materials. All vendors shall submit certified results of regular periodic testing by an approved testing facility.

Certification shall be per US Composting Council Seal of Testing Assurance (STA) Program.

In addition, the Contractor shall provide representative 1-gallon samples from each proposed source for testing and analysis. The Contractor shall deliver samples to testing laboratories and shall have the testing report sent directly to the Engineer. Compost tests shall be performed by STA-certified laboratory. (https://www.compostingcouncil.org/page/CertifiedLabs)

Compost shall be a well-decomposed humus material derived from the aerobic decomposition of biodegradable matter, free of viable weed seeds and other plant propagules (except airborne weed species), foreign debris such as glass, plastic, etcetera and substances toxic to plants. Compost shall be suitable for use as a soil amendment and shall support the growth of ornamental nursery stock and turf establishment. Compost shall be in a shredded or granular form and free from hard lumps.

Food and agriculture residues, animal manure are acceptable source materials. Biosolids and peat are not acceptable as source materials.

Composted material with an unpleasant odor, such as that of ammonia or fecal material shall be rejected by the Engineer.

Compost shall have the following properties:

https://www.compostingcouncil.org/page/CertifiedLabs

III.7 2026 Edition

Table M1.06.0-1: Compost Properties by Type of Compost Parameter Units Type 1

Organic Amendment to Loam

Type 2 Compost

Blanket and Compost for

Modified Rock

Type 3 Compost

Filter Berm

Type 4 Sediment

Barrier Media pH pH Scale Range 6.0-8.5 6.0-8.5 6.0-8.5 5.0-8.5

Soluble Salt Concentration

(Electrical Conductivity) dS/m Max 10 Max 5 Max 5 Max 10

Moisture Content

%, wet weight 30-60 30-60 30-60 < 60

Organic Matter Content

%, dry weight 30-65 25-65 25-65 25-100

Particle Size % passing a selected mesh size, dry weight basis

3 in. - 100 100 100

2 in. 99-100

1 in. - 90-100 90-100 -

¾ in. - 65-100 70-100

⅜ in. 95 - - 0-50

¼ in. 95 0-75 30-75 (no more than 60% passing in high rainfall/flow rate situations)

Particle length Max. 6 in. Max. 6 in. Max. 6 in. Max. 2 in.

Stability (Carbon Dioxide

Evolution Rate) mg CO2-C per g OM per day

< 4 < 4 < 4 < 8

Maturity (plant bioassay)

%, germination and vigor

> 80 / 80 > 80 / 80 N/A N/A

Physical Contaminants

(Man-made inert materials)

%, dry weight < 0.5% (0.25% film plastic)

< 0.5 (0.25 film plastic)

< 0.5 (0.25 film plastic)

< 0.5 (0.25) film plastic)

M1.08.0: Impervious Soil Borrow

Impervious Soil shall have the physical characteristics of one of the following, under AASHTO M 145:

• A-4, A-5, A-6, A-7 soils;

• A-2 soils containing more than 20% by weight passing the No. 200 sieve; or

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• Peats and other highly organic soils.

The Impervious Soil shall be reasonably free of stumps, brush, and stones larger than 3 in. in diameter.

Material excavated near salt water to be used as impervious soil will be tested for salt content. The maximum soluble salt index shall be 100.

M1.09.0: Reclaimed Pavement Borrow Material

Reclaimed Pavement Borrow material shall consist of crushed asphalt pavement and/or crushed cement concrete, and gravel borrow meeting M1.03.0: Gravel Borrow. The material shall be free of loam, clay, and deleterious materials such as brick, reinforcing steel, wood, paper, plaster, lathing, and building rubble, etc.

The coarse aggregate shall have a percentage of wear not greater than 50 as measured by the Los Angeles Abrasion Test.

Gradation requirements shall be determined by AASHTO T 311 except the material shall not be oven dried. It shall be air dried, fan dried at low speed, or other low temperature heat so as not to liquefy the asphalt or cause the asphalt to adhere to the sieves. Water used for the No. 200 sieve analysis shall be cold tap water.

The gradation shall meet the following requirements:

Table M1.09.0-1: Gradation Requirements for Reclaimed Pavement Borrow Sieve Designation Percent Passing

3 in. 100

1 ½ in. 70-100

¾ in. 50-85

No. 4 30-60

No. 50 8-24

No. 200 0-10

The portion of materials passing the No. 40 sieve shall have a liquid limit not greater than 25 and a plasticity index not greater than 6. The reclaimed pavement borrow shall be compacted to a minimum of 95% of AASHTO T 180 proctor density. Liquid limits shall be determined by AASHTO T 90.

Reclaimed pavement borrow material shall be processed by mechanical means and blended to form a homogeneous material. The equipment for producing crushed material shall be of adequate size and have sufficient adjustments to produce the desired materials. Blended materials that are stockpiled for more than 3 months shall be reworked to a uniform material and retested prior to use however, the Engineer may require additional testing any time the materials appear excessively hard, wet and/or segregated. The processed materials shall be stockpiled in such a manner as to minimize segregation of particle sizes. All reclaimed pavement borrow material shall come from approved sources and stockpiles.

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The amount of combined crushed asphalt pavement and crushed cement concrete shall not exceed 50% by volume as determined by visual inspection, and/or by laboratory tests required by the Engineer.

M1.10.0: Pavement Milling Mulch

Pavement milling mulch shall consist of recently milled asphalt concrete pavement. The milled material shall meet the following gradation requirements as determined by AASHTO T 311:

Table M1.10.0-1: Gradation Requirements for Pavement Milling Mulch Square Opening Sieve Percent Passing by Weight

1 ½ in. 100

1 in. 85-100

½ in. 10-98

No. 4 0-70

No. 200 0-12

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SECTION M2: AGGREGATES AND RELATED MATERIALS

M2.01.0: Crushed Stone

Crushed stone shall consist of one or the other of the following materials:

• Durable crushed rock consisting of the angular fragments obtained by breaking and crushing solid or shattered natural rock, and free from a detrimental quantity of thin, flat, elongated* or other objectionable pieces. A detrimental quantity will be considered as any amount in excess of 15% of the total weight.

• Durable crushed gravel stone obtained by artificial crushing of gravel boulders or fieldstone with a minimum diameter before crushing of 8 in.

*Thin or elongated pieces are defined as follows: Thin stones shall be considered to be such stones whose average width exceeds 4 times their average thickness. Elongated stones shall be considered to be such stones whose average length exceeds 4 times their average width.

The crushed stone shall be reasonably free from clay, loam or deleterious material and not more than 1.0% of satisfactory material passing a No. 200 sieve will be allowed to adhere to the crushed stone. Where crushed stone is to be used for surfacing, this requirement shall be not more than 0.5% of satisfactory material passing a No. 200 sieve.

The crushed stone shall have a maximum 45% wear as determined by the Los Angeles Abrasion Test (AASHTO T 96).

The crushed stone shall be uniformly blended according to the grading requirements for the respective stone sizes shown in Table M2.01.0-1.

Table M2.01.0-1: Tabulation of Stone Sizes Percent by Weight Passing Through Square

Opening Sieve M2.01.1 &

M2.02.2 M2.01.3 M2.01.4 M2.01.5 M2.01.6

1 ½ in. 1 ¼ in. ¾ in. ½ in. ⅜ in.

2 ½ in.

2 in. 100

1 ½ in. 95-100 100

1 ¼ in. 85-100

1 in. 35-70 100

¾ in. 0-25 10-40 90-100

⅝ in. 100

½ in. 0-8 10-50 85-100 100

⅜ in. 0-20 15-45 85-100

No. 4 0-5 0-15 20-50

No. 8 0-5 0-15

No. 16 0-5

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M2.01.7: Dense Graded Crushed Stone for Sub-base

This Specification covers the quality and gradation requirements for a sub-base material combining crusher-run coarse aggregates of crushed stone (trap only, meeting M2.01.0,1), and fine aggregates uniformly premixed with a predetermined quantity of water.

Coarse aggregate shall consist of hard, durable particles of fragments of stone. Materials that break up when alternately frozen and thawed or wetted and dried shall not be used.

Coarse aggregate shall have a percentage of wear, by the Los Angeles test, of not more than 45.

Fine aggregate shall consist of natural or crushed sand.

The composite material shall be free from clay, loam or other plastic material, and shall conform to the following grading requirements:

Table M2.01.7-1, Gradation Requirements for Dense Graded Crushed Stone for Sub-base Sieve Designation Percentage by Weight Passing Square Mesh

Sieves

2 in. 100

1 ½ in. 70-100

¾ in. 50-85

No. 4 30-55

No. 50 8-24

No. 200 3-10

Testing shall be in accordance with AASHTO T 311.

The use of PGA meeting the requirements of M2.01.8: Processed Glass Aggregate will be allowed at a maximum addition rate of 10% mass, providing the blended material is homogeneous and the physical requirements of dense graded crushed stone are maintained.

M2.01.8: Processed Glass Aggregate

PGA shall be manufactured from an approved supplier of crushed cullet. The material shall consist of recycled glass food or beverage containers free of debris such as paper, metals, fabrics, toxins, clay, loam, or other materials that would be associated with the glass recycling process. A maximum of 5% mass of the material may be produced from china dishes, ceramics, plate glass or other glass products. The material will have a nominal aggregate size of ⅜ in. and meet the following gradation requirements.

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Table M2.01.8-1: Gradation Requirements for Processed Glass Aggregate Sieve Designation Percent by Mass Passing

⅜ in. 100

No. 4 70-100

No. 8 35-88

No. 16 15-40

No. 50 4-12

No. 200 0-5

The percent wear as determined by the Los Angeles Abrasion Test, Class C or D will be a maximum of 40%.

M2.02.0: Riprap

Riprap shall be sound, durable rock which is angular in shape. Rounded stones, boulders, sandstone or similar soft stone or relatively thin slabs will not be acceptable. Each stone shall weigh not less than 50 lb and at least 75% of the volume shall consist of stones weighing not less than 500 lb each.

The remainder of the stones shall be so graded that when placed with the larger stones the entire mass will be compact.

M2.02.1: Rockfill

Stone for rockfill shall be sound, angular in shape, free from structural defects and comparatively free of chemical decay. From 50% to 70% of the stones shall weigh not less than 500 lb each and remainder shall weigh not less than 50 lb each.

M2.02.2: Dumped Riprap

Stone used for dumped riprap shall be hard, durable, angular in shape, resistant to weathering and shall meet the gradation requirement specified. Neither breadth nor thickness of a single stone should be less than one-third its length. Rounded stone or boulders will not be accepted.

Stone shall be free from overburden, spoil, shale, and organic material and shall meet the following gradation requirement specified:

Table M2.02.2-1: Gradation Requirements for Dumped Riprap Size of Stone (lb) Maximum Percent of Total Weight Smaller Than

Given Size

400 100

300 80

200 50

*25 10

*No more than 5% by weight shall pass a 2 in. sieve.

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Each load of riprap shall be reasonably well graded from the smallest to the maximum size specified. Stones smaller than the specified 10% size and spalls will not be permitted in an amount exceeding 10% by weight of each load.

Control of gradation will be by visual inspection. The Contractor shall provide at the locations specified a mass of rock of at least 5 tons meeting the gradation for the class specified. The sample at the construction site may be a part of the finished riprap covering. At the quarry, an additional sample shall be provided. These samples shall be used as a frequent reference for judging the gradation of the riprap supplied. Any difference of opinion between the Engineer and the Contractor shall be resolved by dumping and checking the gradation of two random truckloads of stone. Mechanical equipment, a sorting site and labor needed to assist in checking gradation shall be provided by the Contractor at no additional cost to the Department.

M2.02.3: Stone for Pipe Ends

Stone for pipe ends shall be sound, durable rock which is angular in shape. Rounded stones, boulders, sandstone or similar stone or relatively thin slabs will not be acceptable. Each stone shall weigh not less than 50 lb not more than 125 lb and at least 75% of the volume shall consist of stones weighing not less than 75 lb each. The remainder of the stones shall be so graded that when placed with the larger stones the entire mass will be compact.

M2.02.4: Modified Rockfill

Modified rockfill shall consist of hard, durable angular shaped stones which are the product of the primary crushing of a stone crusher. Rounded stone, boulders, sandstone and similar soft stone or relatively thin slabs will not be acceptable.

Stone shall be free from overburden, spoil, shale, organic material and meet the following gradation requirements:

Table M2.02.4-1: Gradation Requirements for Modified Rockfill Size of Stone (in.) Passing Percentages

8 95-100

4 0-25

2 ½ 0-5

M2.03.0: Granite Rubble Block

Rubble pavement blocks shall be granite, basically light grey in color, free from seams and other structural imperfections or flaws which would impair its structural integrity, and of a smooth splitting appearance. Natural color variations characteristic of the deposit from which the paving blocks are obtained will be permitted.

Rubble pavement blocks shall be not less than 4 in. nor more than 12 in. in length, not less than 3.5

in. nor more than 4.5 in. in width and depth. Rubble blocks shall be rectangular in shape with one good face.

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Opposite faces of rubble blocks shall be approximately parallel and adjoining faces shall be approximately at right angles to each other. Blocks shall be dressed so that they may be laid with 1

in. to 1.5 in. joints.

M2.04.0: Aggregate for Sand Blasting

Aggregate to be used for sand blasting shall be an approved material currently used in the industry.

It shall be graded to produce the profile requirements of the material being cleaned and shall meet the applicable requirements of OSHA, EPA, and DEP.

M2.05.0: Stone Screenings

Stone Screenings shall be that product from a stone crusher that completely passes a No. 4 sieve and not less than 40% passes a No. 8 sieve.

M2.06.0: Slope Paving

Stone for slope paving shall be sound, angular in shape and free from structural defects. Each stone shall have one reasonably flat face and a thickness perpendicular to the face of not less than 6 in., which shall be the least dimension of the stone.

Approximately 60% of the stones shall vary from 2 ft³ to 3 ft³ each in volume and the remainder of the stones shall each be from 1 ft³ to 2 ft³ in volume.

M2.06.1: Slope Paving Under Bridge

Quarry stone shall consist of granite or other similar durable stone. The exposed surface of the stones shall range from roughly square to rectangular shape, with split or quarry face finish and uniform in color. The stones shall be from 12 in. to 28 in. long, 10 in. to 14 in. wide and from 3 in. to 6 in. thick.

M2.06.2: Channel Paving

Stones for Channel Paving and Grouted Channel Paving shall be sound, approved quality angular blocks, as nearly rectangular or cubical as practicable. Rounded stones or relatively thin slabs will not be acceptable. At least 75% of the volume shall consist of stones weighing at least 200 lb each.

The remainder of the stones shall be so graded that when placed with the larger stones a compact mass will result.

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SECTION M3: ASPHALTIC MATERIALS

M3.00.0: General

Asphaltic materials (also referred to as bituminous materials) include liquid asphalts as well as Hot Mix Asphalt (HMA) mixtures and other related materials. All asphaltic materials shall conform to the requirements of the specifications as designated hereinafter.

The sampling of liquid asphalt materials shall be in accordance with AASHTO R 66.

The following procedure shall be followed in obtaining liquid asphalt samples from pressure distributors or tankers used for the transport of liquid asphalt materials:

• Distributors and tankers shall be equipped with approved sampling valves. The sampling valves on tankers shall be installed in the rear bulkhead approximately ⅓ of the height from the bottom. The sampling valves on pressure distributors may be located in the side of the tank somewhere in the middle third of the tank depth.

• At least 1 gal of material shall be drained off through the sampling valve and discarded before the sample is obtained.

• Sample containers shall be new, clean and sealed with a tight-fitting cap. Washing of sample containers with solvents or water will not be permitted.

M3.01.0: Performance Graded Asphalt Binder

Performance Graded Asphalt Binder (PGAB) delivered to a project or to an HMA plant must be accompanied by a Bill of Lading (BOL) signed by the asphalt binder Supplier’s authorized representative in accordance with AASHTO R 26. Shipments of material not accompanied by a BOL will not be accepted for use in the work.

The PGAB Supplier and the Contractor shall perform random Quality Control (QC) sampling and testing of PGAB as specified in 450.65: Quality Control Sampling and Testing Requirements, Part F(1). The Contractor shall furnish, to the Engineer, the PGAB Supplier’s BOL for each truckload of asphalt binder shipped to the project or HMA plant. The Contractor shall also submit to the Engineer the Supplier’s Certificate of Compliance (COC) along with copies of the Certificate of Analysis (COA) showing the certified AASHTO M 320 test results for each Supplier Lot of PGAB. The COA shall meet the requirements of AASHTO R 26. The Contractor shall maintain a copy of the COA for each Lot of PGAB used, with a copy attached to each sample obtained for testing.

The Contractor shall assist the Engineer in obtaining random Department Acceptance samples of PGAB from the HMA plant in accordance with AASHTO R 66 and as specified in 450.74: Acceptance Sampling & Testing, Part C. Each sample shall be labeled with the PGAB grade, Supplier source and Lot number, sampling location, quantity represented, project name, plant, date, and the sampling inspector. When the PGAB is used for HMA production under Subsection 450: Hot Mix Asphalt Pavement the sample shall be obtained from an in-line sample valve located between the asphalt tanks and mixing chamber at a sampling location downstream of all additive injection ports.

The Engineer will test the Department Acceptance samples for verification of the PGAB grade. The material shall conform to the specification requirements for the applicable performance grade as specified herein. Material not conforming to specification requirements shall be subject to corrective action, production suspension, rejection, or removal as determined by the Engineer.

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The blending of binder of different grades or binder from different Suppliers at the HMA plants is strictly prohibited without the Engineer’s approval. Contractors may switch to another approved source of binder, upon written notification to the Engineer, and by certifying that the tank to be utilized has been drained to an un-pumpable condition. The binder tanks at the HMA production facility shall be managed in a manner which prevents contamination. The Contractor shall not switch binder suppliers in the middle of a production Lot as defined in 450.20: Quality Assurance, Part B.

Contractors who modify, blend PG binders, or add additives to the PGAB at the HMA production facility will be reclassified as a Supplier and shall be required to certify the binder in accordance with AASHTO R 26.

A copy of the COA for each Lot shall be provided in accordance with AASHTO R 26. The data reported shall meet the requirements of the specific binder specification:

• For AASHTO M 320 – Table 1

• For AASHTO M 332 – Table 1

• For Crumb Rubber Modified Asphalt ASTM D6114 – Table 1

M3.01.1: Standard Asphalt Binder Grade

The asphalt binder for HMA mixtures shall be a PGAB which meets the specification requirements of AASHTO M 320. PGAB shall be provided by an Approved Supplier in accordance with AASHTO R

26. Approved Suppliers shall be listed on the QCML.

The standard PGAB Grade of PG64-28 shall be used.

M3.01.2: Modified Asphalt Binder Grades

When specified by the contract documents, the PGAB shall be modified in accordance with the following:

M3.01.2.A: Polymer Modified Asphalt Binder

The polymer modified asphalt binder shall be a PGAB which meets the specification requirements of AASHTO M 332, however “E” grades will not be subject to the Jnrdiff difference requirement. PGAB shall be provided by an approved Supplier in accordance with the AASHTO R 26. The modified PGAB Grade of PG64E-28 shall be used.

M3.01.2.B: Crumb Rubber Modified Asphalt Binder

The modified binder shall be in accordance with ASTM D6114, Type II. Virgin PGAB for the crumb rubber modified asphalt shall be a PG 58-28 or PG 64-28 provided by an approved Supplier in accordance with the AASHTO R 26. The grade selected shall be based on laboratory testing by the asphalt-rubber Manufacturer.

The granulated rubber shall be vulcanized rubber product from the ambient temperature processing of scrap, pneumatic tires. The granulated rubber shall meet the gradation found in Table M3.01.2-1.

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Table M3.01.2-1: Crumb Rubber Gradation Sieve Size Percent by Weight Passing

No. 10 100

No. 16 90-100

No. 30 25-100

No. 80 0-20

The use of crumb rubber of multiple types from multiple sources is acceptable provided that the overall blend of crumb rubber meets the gradation requirements. The length of the individual rubber particles shall not exceed ⅛ in. The rubber shall be certified by the crumb rubber Manufacturer.

The percent of crumb rubber shall be a minimum of 15% by weight of binder. The temperature of the asphalt shall be between 350°F and 400°F at the time of addition of the granulated crumb rubber. The asphalt and crumb rubber shall be combined and mixed together in a blender unit and reacted in the distributor for a period of time as required by design. The temperature of the asphalt-rubber mixture shall be above 325°F during the reaction for a period of one hour.

M3.01.3: Asphalt Binder Grade for Recycled Asphalt Materials

For any HMA mixture containing recycled asphalt materials, a binder that is softer than the standard asphalt binder shall be utilized in the mixture to account for the amount and stiffness of the recycled binder in accordance with Table M3.01.3-1.

If greater than 25% Reclaimed Asphalt Pavement (RAP) or any quantity of Recycled Asphalt Shingles (RAS) are used in an asphalt mixture, the virgin PGAB grade when blended with the RAP binder shall meet the binder grade specified by the project. The resulting final PGAB grade shall be in accordance with Table M3.01.3-1. Only PGABs meeting the requirements of AASHTO M 320 or M 323 will be used.

The type and amount of virgin asphalt binder to be used in the HMA mixture shall be included as part of the Laboratory Trial Mix Formula (LTMF). The Contractor shall submit certified test results from an AASHTO accredited laboratory showing the testing of the individual binders and the blending.

Table M3.01.3-1: PGAB Grades for HMA Containing RAP/RAS Amount of RAP in Mixture Virgin PGAB Grade Resulting PGAB Grade

≤25% RAP by Weight of Mixture Project Specified Grade Project Specified Grade

>25% to 40% RAP by Weight of Mixture

Follow AASHTO M 323 Appendix X1

Project Specified Grade

≤5% RAS by Weight of Mixture Follow AASHTO PP 78 Project Specified Grade

M3.01.4: Warm Mix Asphalt Additive

All HMA shall be modified using a WMA additive. The WMA additive shall be listed on the QCML. No WMA foaming technology which requires the mechanical injection of steam or water into the liquid asphalt will be permitted.

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For HMA placed on bridge decks, the WMA additive shall not be used to lower the mixing and compaction temperatures. The mixing and compaction temperatures specified for the binder prior to addition of the WMA additive shall be used.

The WMA additive must be compatible with polyphosphoric acid modified binders, polymer modified binders, and anti-stripping agents. The WMA additive shall be introduced in accordance with the Manufacturer’s dosing rates and approved blending methods.

The HMA mixture design shall incorporate the requirements of AASHTO R 35 Appendix X2: Special Mixture Design Considerations and Practices for Warm Mix Asphalt (WMA). Laboratory mixing and compaction temperatures shall be reduced per the WMA Manufacturer’s recommendations, however, the optimum laboratory compaction temperature for unmodified asphalt binders shall be less than 260°F. Target laboratory mixing and compaction temperatures shall be submitted to the RMS for review prior to performing a mix design.

When the asphalt binder is modified with the WMA additive at the HMA plant, all WMA additive equipment shall be fully automated and integrated into the plant controls and shall record actual dosage rates on the plant printouts. The Contractor’s QSM shall provide mixture production and placement alterations due to the WMA additive and shall incorporate the modification of asphalt binders when the WMA additive is blended with the asphalt binder at the plant. This plan shall specifically address WMA metering requirements, tolerances and other QC measures.

M3.01.5: Asphalt Anti-Stripping Additive

An anti-stripping additive may be required in a HMA mixture to increase the resistance of the asphalt binder coating to stripping in the presence of water. An anti-stripping additive may be a liquid anti-strip or hydrated lime.

The Engineer may verify the effectiveness of the anti-strip used in a HMA mixture. When added at the dosage rate recommended by the Manufacturer to a HMA mixture showing moisture susceptibility, the anti-strip shall cause an improvement to the mixture’s moisture susceptibility.

This shall be determined by testing specimens with and without the anti-strip additive in accordance with AASHTO T 324. If the antistrip does not show an improvement in the moisture susceptibility the additive will not be permitted for use.

The Manufacturer shall certify that the material is in accordance with this specification. The Manufacturer shall submit a COC for each Lot in accordance with Division 1 Section 6.0. The COC shall also include the:

• Brand name and designation.

• Composition or description of the anti-strip additive.

• Manner in which the…