Attachment_1_-_Specifications.pdf

DEVIL’S ELBOW COMPLEX CHIP SEAL

SPECIFICATION INDEX

PREFACE ………………………………………………………………………………………………………………………………………………

MOBILIZATION ...................................................................................................................... Section 151

REMOVAL OF STRUCTURES AND OBSTRUCTIONS ................................................................ Section 203

STRUCTURE EXCAVATION AND BACKFILL ............................................................................. Section 209

UNTREATED AGGREGATE COURSES .................................................................................... Section 301

MINOR CRUSHED AGGREGATE ............................................................................................. Section 302

ASPHALT CONCRETE PAVEMENT .......................................................................................... Section 401

ASPHALT CONCRETE ............................................................................................................. Section 403

FOG SEAL .............................................................................................................................. Section 406

CHIP SEAL .............................................................................................................................. Section 407

MICRO SURFACING ............................................................................................................... Section 409

SLURRY SEAL ......................................................................................................................... Section 410

ASPHALT TACK COAT ............................................................................................................ Section 412

ASPHALT PAVEMENT CRACK SEALING AND FILLING ............................................................ Section 414

ASPHALT CONCRETE PAVEMENT PATCHING ........................................................................ Section 418

CURB AND GUTTER ............................................................................................................... Section 609

ASPHALT MATERIAL .............................................................................................................. Section 702

AGGREGATE .......................................................................................................................... Section 703

JOINT MATERIAL ................................................................................................................... Section 712

GEOSYNTHETIC MATERIAL ……………………………………………………………………………………………… Section 714

TRAFFIC SIGNS AND MARKING MATERIAL ............................................................................ Section 718

MISCELLANEOUS MATERIAL ................................................................................................. Section 725

WMD - SPEC Page 1 of 2 Section 4 Revised 2025

Western Montana District

Standard Specifications for Construction

WMD-SPEC

UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF LAND MANAGEMENT

WESTERN MONTANA DISTRICT

WMD - SPEC Page 2 of 2 Section 4

PREFACE

These Standard Specifications for the Construction are issued primarily for constructing roads and recreation sites on Federal Lands under the direct administration of the Bureau of Land Management, Western Montana District. These specifications are cited as “WMD-SPEC” indicating “Western Montana District Standard Specifications” for the Bureau of Land Management, Western Montana District, and contain both United States Customary and Metric units of measure.

When designated in a contract, the WMD-SPEC becomes part of the contract and binding upon all parties to the contract. Construction contracts of the Bureau of Land Management, Western Montanan District, are also governed by the following regulations:

● Federal Acquisition Regulation (FAR), Title 48, Code of Federal Regulations, Chapter 1; and

FAR, Chapter 1 is not included in the WMD-SPEC. A complete copy of the FAR can be found online at:

https://www.acquisition.gov/content/regulations

Standard Forms (SF) are not included in the WMD-SPEC. SF’s can be obtained online at:

https://www.gsa.gov/forms-library/solicitation-offer-and-award-construction-alteration-or-repair

WMD - SPEC Page 1 of 1 Section 151

Section 151. — MOBILIZATION

Description

151.01 This work consists of moving personnel, equipment, material, and incidentals to the project and performing work necessary before beginning work at the project site. This work also includes obtaining permits, insurance, and bonds.

Measurement

151.02 Measure the Section 151 items listed in the bid schedule according to Subsection 109.02.

Payment

151.03 The accepted quantities will be paid at the contract price per unit of measurement for the Section 151 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

Progress payments for mobilization by the lump sum will be paid as follows:

(a) Bond premiums will be reimbursed according to FAR Clause 52.232-5 Payments Under Fixed-Price Construction Contracts, after receipt of the evidence of payment.

(b) When 5 percent of the original contract amount is earned from pay items (not including mobilization), 50 percent of the mobilization pay item, or 5 percent of the original contract amount, whichever is less, will be paid.

(c) When 10 percent of the original contract amount is earned from pay items (not including mobilization), 100 percent of the mobilization pay item, or 10 percent of the original contract amount, whichever is less, will be paid.

(d) Any portion of the mobilization pay item in excess of 10 percent of the original contract amount will be paid after final acceptance.

WMD - SPEC Page 1 of 4 Section 203

Section 203. — REMOVAL OF STRUCTURES AND OBSTRUCTIONS

Description

203.01 This work consists of salvaging, removing, and disposing of buildings, fences, structures, pavements, culverts, utilities, curbs, sidewalks, and other obstructions.

Material

203.02 Conform to the following Section and Subsection:

Backfill material 704.03 Minor concrete 601

Construction Requirements

203.03 Salvaging Material. Salvage, with reasonable care, material designated to be salvaged.

Salvage in readily transportable sections or pieces. Replace or repair members, pins, nuts, plates, and related hardware damaged, lost, or destroyed during the salvage operation. Securely attach parts to adjacent members or pack them in sturdy boxes with the contents clearly marked.

Match mark members of salvaged structures. Submit one set of drawings according to Section 104 identifying the members and their respective match marks.

Stockpile salvaged material at a designated area on the project.

203.04 Removing Material.

(a) Submittals. Submit a bridge removal plan at least 30 days before beginning bridge removal for approval. Include the following:

(1) Methods and equipment to be used;

(2) Measures to be used for protecting the environment, public, adjacent property, and workers; and

(3) Methods to keep debris out of the stream and streambed.

(b) General. Saw cut sidewalks, curbs, pavements, and structures when partial removal is required.

Construct structurally adequate debris shields to contain debris within the construction limits.

Do not allow debris to enter waterways, travel lanes open to public traffic, or areas designated not to be disturbed.

Handle material with lead paint contamination according to Subsection 563.05.

WMD - SPEC Page 2 of 4 Section 203

Demolish and remove buildings, foundations, pavements, culverts, sidewalks, curbs, fences, structures, and other obstructions interfering with the work and not designated to remain.

Remove structures and obstructions in the roadbed to 36 inches (900 millimeters) below subgrade elevation. Remove structures and obstructions outside the roadbed to 24 inches (600 millimeters) below finished ground or to the natural stream bottom.

Abandon existing manholes, inlets, catch basins, and spring boxes according to Subsection 604.08.

When abandoning an existing culvert pipe, remove the upstream and downstream portion of the culvert to within 48 inches (1200 millimeters) of the subgrade or embankment slope. Ensure the abandoned pipe is at least 48 inches (1200 millimeters) from a new culvert or structure. Seal the abandoned culvert ends with a tight-fitting plug of concrete at least 6 inches (150 millimeters) thick. Ensure the structure does not entrap water.

Except in excavation areas, backfill and compact cavities left by structure removal with backfill material to the lines and grades of the finished ground. Backfill excavated areas according to Subsection 209.09. Compact backfill according to Subsection 209.10.

(c) Concrete removal in repair areas. Saw cut ¾ inch (19 millimeters) deep along boundaries of repair areas. Use power-driven hand tools to remove existing concrete. Do not damage concrete designated to remain in place.

Where the bond between existing concrete and reinforcing steel is destroyed, remove concrete adjacent to the steel to provide at least ¾-inch (19-millimeter) clearance for the new concrete to bond to the reinforcing steel. Use care to prevent damage to remaining concrete when achieving the final surface.

Clean exposed concrete surfaces that will be in contact with repair material. Provide a residue free surface.

(d) Reinforcing steel. Do not cut or damage reinforcing steel designated to remain in place.

Repair or replace damaged bars. Replace deteriorated bars as directed by the CO.

Clean exposed reinforcing steel of coatings or residue that inhibits bonding with the new concrete.

Protect the steel from corrosion and contamination. If the steel becomes corroded or contaminated, reclean the steel before placing concrete.

203.05 Disposing of Material. Dispose of debris, unsuitable material, and excess material as follows:

(a) Remove from project. Recycle or dispose of material legally off the project. Submit a statement documenting the nature and quantity of material processed or sold for recycling.

Otherwise, submit a signed copy of the disposal agreement before disposal begins.

WMD - SPEC Page 3 of 4 Section 203

(b) Burn. Obtain necessary burning permits. Submit a copy of the burning permits before burning begins.

Burn using high intensity burning processes that produce few emissions. Provide a watchperson during the burning operations.

When burning is complete, extinguish the fire so no smoldering debris remains. Dispose of unburned material according to Subsection 203.05(a).

(c) Bury. Bury debris in trenches or pits in approved areas within the right-of-way when approved. Do not bury debris inside the roadway prism limits, beneath drainage ditches, or in areas subject to free-flowing water.

Place debris in alternating layers of 48 inches (1200 millimeters) of debris covered with 24 inches (600 millimeters) of earth material. Distribute stumps, logs, and other large pieces to form a dense mass and minimize air voids. Cover the top layer of buried debris with at least 12 inches (300 millimeters) of compacted earth. Grade and shape the area. Seed and mulch disposal areas on Government property according to Section 625.

(d) Hazardous material. Submit a copy of disposal permits. Dispose of material according to Federal, state, and local regulations.

Dispose of lead contaminated steel either by transporting to an approved scrap facility for recycling or remelt; or remove and dispose of lead contamination in an appropriate waste facility.

(1) Disposal plan. Submit a detailed disposal plan that includes how material will be handled, loaded, and transported to the disposal facility. Include the name and address of the facility where the material will be taken. Describe steps that will be taken to ensure that lead contamination will be contained throughout the process. Measures may include additional steps or precautions when lifting and handling the steel on site.

(2) Transport and delivery. Include the material safety data sheet (MSDS) with the material to the disposal facility. Ensure that loads transported from the site are adequately contained and covered to prevent dispersion en route to the disposal facility. Submit a copy of the receiving report from the disposal facility specifically acknowledging that the material being delivered is contaminated with lead paint.

(3) Lead paint removal. If the Contractor chooses to salvage the steel members, the paint may be removed subject to the following requirements:

(a) Remove lead contaminated paint in an appropriate containment facility;

(b) Comply with the requirements as listed in Subsection 563.05; and

(c) Manifest and dispose of lead contaminated waste according to the requirements of 40 CFR 260 through 268 – Resource Conservation and Recovery Act (RCRA).

WMD - SPEC Page 4 of 4 Section 203

203.06 Acceptance. Removal of structures and obstructions will be evaluated under Subsection 106.02.

Backfilling and compacting cavities left by structures will be evaluated under Section 209.

Minor concrete will be evaluated under Section 601.

Measurement

203.07 Measure the Section 203 pay items listed in the bid schedule according to Subsection 109.02.

Payment

203.08 The accepted quantities will be paid at the contract price per unit of measurement for the Section 203 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

WMD - SPEC Page 1 of 5 Section 209

Section 209. — STRUCTURE EXCAVATION AND BACKFILL

Description

209.01 This work consists of excavating material for the construction of structures, except those specifically designated under Section 208. This work also includes preserving channels, shoring and bracing, sealing foundations, dewatering, preparing foundations, bedding, and backfilling.

Material

209.02 Conform to the following Sections and Subsections:

Backfill material 704.03 Bedding material 704.02 Foundation fill 704.01 Lean concrete backfill 614 Structural concrete, Class S (Seal) 552 Unclassified borrow 704.06

Construction Requirements

209.03 General. Clear the area of vegetation and obstructions according to Sections 201 and 203.

Excavate trenches or foundation pits according to Subsection 208.03. Excavate to foundation grade without disturbing the trench or foundation surface. Foundation grade is the elevation at the bottom of the bedding for installing the structure.

209.04 Channel Preservation. Preserve channels according to Subsection 208.04, except excavate inside separations such as dikes or sandbags.

209.05 Foundation Seal. When foundation seals are necessary, construct a foundation seal according to Subsection 208.06.

209.06 Dewatering. When dewatering is necessary, dewater according to Subsection 208.07.

209.07 Foundation Preparation. Excavate unsuitable material when encountered at foundation grade as directed by the CO.

Where a footing is required to be keyed into undisturbed material, prepare foundation and construct footing according to Subsection 208.08(c).

Backfill and compact with foundation fill according to Subsection 208.08(d).

209.08 Bedding. Place bedding as follows:

WMD - SPEC Page 2 of 5 Section 209

(a) For box culverts and structures other than pipe culverts. Construct bedding when specified. Place and grade bedding material in compacted layers not exceeding 6 inches (150 millimeters) in depth.

Compact each layer according to Subsection 209.10.

(b) For pipe culverts. Level the foundation. Place uncompacted bedding material over the foundation in a layer of uniform thickness. Lay a 4-inch (100-millimeter) thickness of bedding for pipes with diameters of 12 to 54 inches (300 to 1350 millimeters). Lay a 6-inch (150-millimeter) thickness of bedding for pipe with diameters larger than 54 inches (1350 millimeters). Recess the bedding to receive the joints for pipes with belled joints. Place the culvert on the uncompacted bedding layer and backfill according to Subsection 209.09(b).

209.09 Backfill. Backfill as follows:

(a) General. Place backfill layers evenly on all sides of the structure. Extend each layer to the limits of the excavation or natural ground.

Place backfill material in compacted layers not exceeding 6 inches (150 millimeters) in depth.

Do not place backfill material against concrete until 80 percent of the design strength is achieved.

Compact each layer according to Subsection 209.10.

(b) Pipe culverts. Backfill according to one of the following:

(1) Pipe culverts. Place and compact backfill material in evenly balanced layers on each side of the pipe to a height of 12 inches (300 millimeters) above the top of the pipe culvert.

Complete backfilling to the top of the trench. Place and compact backfill material in the trench in layers not exceeding 6 inches (150 millimeters) in depth according to Subsection 209.10.

(2) Pipe culverts with lean concrete backfill. Place and anchor pipe to prevent floating and movement. Backfill using lean concrete according to Section 614.

(c) Structural plate structures. Place and compact backfill material to a height of 12 inches (300 millimeters) above the top of the structural plate structure. When applicable, complete backfilling and compacting according to Subsection 204.10.

(d) Repair existing pavement areas. See Subsection 418.04.

209.10 Compacting. Determine optimum moisture content and maximum dry density according to AASHTO T 99, Method C. Adjust the moisture content of the backfill material to a moisture content suitable for compaction.

Compact material placed in all layers to at least 95 percent of the maximum density. Determine the in-place density and moisture content according to AASHTO T 310 or other approved test procedures.

Do not apply density requirements as measured by AASHTO T 310 to material incapable of being tested

WMD - SPEC Page 3 of 5 Section 209 or compacted to maximum values determined by AASHTO T 99. For these material, fill the voids around the rock in each layer with earth or other fine material. Compact each layer until there is no visible evidence of further consolidation.

209.11 Acceptance. See Table 209-1 for sampling, testing, and acceptance requirements.

Material for backfill, bedding, and foundation fill will be evaluated under Subsections 106.02 and 106.04, except lean concrete for bedding or backfill will be evaluated according to Section 614.

Structural excavation and backfill work will be evaluated under Subsections 106.02 and 106.04.

Shoring and bracing will be evaluated under Subsections 106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections 201 and 203.

Seal concrete will be evaluated under Section 552.

Measurement and Payment

209.12 Do not measure structure excavation and backfill for payment. See Subsection 109.05.

Measure foundation fill under Section 208.

Do not measure excavation and concrete for cofferdam seals for payment.

WMD - SPEC Page 4 of 5 Section 209

Table 209-1 Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Source

Backfill material(1) (704.03)

Measured and tested for conformance (106.04 &

105)

Classification − AASHTO M 145

1 per soil type

Source of material

Yes Before using in work

Gradation − AASHTO T 27 & T 11

Bedding material(1) (704.02)

Foundation fill(1)

(704.01)

" Classification − AASHTO M 145

Gradation − AASHTO T 27 & T 11

Unclassified borrow(1) (704.06)

" Classification − AASHTO M 145

WMD - SPEC Page 5 of 5 Section 209

Table 209-1 (continued)

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Production

Backfill material (704.03)

Measured and tested for conformance

(106.04)

Moisture-density

− AASHTO

T 99, Method C(2)

1 per soil type

Source of material

Yes Before using in work

Density − AASHTO T 310 or other approved procedures

2 per lift

In-place No Before placing next layer

Bedding material (704.02)

" Moisture-density

− AASHTO

T 99, Method C(2)

1 per soil type

Source of material

Yes Before using in work

Density − AASHTO T 310 or other approved procedures

2 per lift

In-place No Before placing next layer

Foundation fill

(704.01)

" Moisture-density

− AASHTO T 99,

Method C(2)

1 per soil type

Source of material

Yes Before using in work

Density − AASHTO T 310 or other approved procedures

2 per lift

In-place No Before placing next layer

Unclassified borrow (704.06)

" Moisture-density

− AASHTO

T 99, Method C(2)

1 per soil type

Source of material

Yes Before using in work

Density − AASHTO T 310 or other approved procedures

2 per lift

In-place No Before placing next layer

(1) Not required when using Government-provided source.

(2) Minimum of 5 points per proctor.

WMD - SPEC Page 1 of 3 Section 301

Section 301. — UNTREATED AGGREGATE COURSES

Description

301.01 This work consists of constructing one or more courses of aggregate on a prepared surface.

Subbase and base aggregate grading is designated according to Table 703-2. Surface course aggregate grading is designated according to Table 703-3.

Material

301.02 Conform to the following Subsections:

Subbase, base, and surface course aggregate 703.05 Water 725.01(c)

Construction Requirements

301.03 General. Prepare the surface on which the aggregate course is placed according to Section 204 or 303 in FP-24 as applicable.

After a representative quantity of aggregate is produced, submit proposed target values for the appropriate sieve sizes along with a representative 300-pound (150-kilogram) sample at least 14 days before incorporating the aggregate into the work.

Set target values within the gradation ranges shown in Table 703-2 or 703-3 for the required grading.

301.04 Mixing and Spreading. Determine the optimum moisture content according to AASHTO T 180, Method D. Mix the aggregate and adjust the moisture content to obtain a uniform mixture with a moisture content within 2 percent of the optimum moisture content. Spread and shape the mixture on the prepared surface in a uniform layer.

Do not place the mixture in a layer exceeding 6 inches (150 millimeters) in compacted thickness.

When more than one layer is necessary, compact each layer according to Subsection 301.05 before placing the next layer. Route hauling equipment uniformly over the full width of the surface to minimize rutting or uneven compaction.

301.05 Compacting. Determine the maximum density of the mixture according to AASHTO T 180, Method D.

Compact each layer full width. Roll from the sides to the center, parallel to the centerline of the road.

Along curbs, headers, walls, and places not accessible to the roller, compact the material with approved tampers or compactors.

WMD - SPEC Page 2 of 3 Section 301

Compact each layer to at least 95.0 percent of maximum density. Determine the in-place density and moisture content according to AASHTO T 310 or other approved test procedures.

301.06 Surface Tolerance. If grade finishing stakes are required, finish the surface to within ±0.05 feet (±10 millimeters) from staked line and grade elevation.

If grade finishing stakes are not required, shape the surface to the required template and check the surface with a 10-foot (3-meter) straightedge. Defective areas are surface deviations in excess of ½ inch (13 millimeters) in 10 feet (3 meters) between two contacts of the straightedge with the surface.

Correct defective areas by loosening the material, adding or removing material, reshaping, and compacting.

301.07 Maintenance. Maintain the aggregate course to the correct line, grade, and cross-section by blading, watering, rolling, or combination thereof until placement of the next course. Correct defects according to Subsection 301.06.

301.08 Acceptance. See Table 301-1 for sampling, testing, and acceptance requirements; including the category for quality characteristics.

Aggregate gradation and surface course plasticity index will be evaluated under Subsection 106.04.

Other aggregate quality properties will be evaluated under Subsections 106.02 and 106.04.

(a) Aggregate gradation. The upper and lower specification limits are equal to the calculated mean of all test results plus or minus the allowable deviations shown in Tables 703-2 and 703-3, except as follows:

(1) If the calculated mean value for a tested sieve exceeds the maximum gradation value shown in Table 703-2 or 703-3, then the upper specification is equal to the maximum gradation value plus the allowable deviation, and the lower specification is equal to the maximum gradation value minus the allowable deviation.

(2) If the calculated mean value for a tested sieve is less than the minimum gradation value shown in Table 703-2 or 703-3, then the upper specification is equal to the minimum gradation value plus the allowable deviation and the lower specification is equal to the minimum gradation value minus the allowable deviation.

(b) Plasticity index. The upper and lower specification limits for surface courses are shown in Subsection 703.05(c)(3).

Construction of untreated aggregate courses will be evaluated under Subsections 106.02 and 106.04.

Measurement

WMD - SPEC Page 3 of 3 Section 301

301.09 Measure the Section 301 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

When measuring aggregate by the cubic yard (cubic meter), measure in place.

When measuring aggregate by the square yard (square meter), measure the length horizontally along the centerline of the roadway. Measure the width horizontally to include the top of aggregate width, including designed widenings.

Payment

301.10 The accepted quantities will be paid at the contract price per unit of measurement adjusted according to Subsection 106.04 for the Section 301 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

WMD - SPEC Page 1 of 2 Section 302

Section 302. — MINOR CRUSHED AGGREGATE

302.01 This work consists of furnishing and placing crushed aggregate for bedding, backfill, and roadway aggregates on a prepared surface.

Material

302.02 Conform to the following Subsections:

Crushed aggregate 703.06 Water 725.01(c)

Construction Requirements

302.03 Preparing Surface.

(a) Roadway aggregate. Prepare the surface on which the aggregate course is placed according to Section 303.

(b) Bedding and backfill aggregate. Shape, compact, and finish the surface to the required lines, grade, elevation, and cross-section according to Section 209.

302.04 Placing Crushed Aggregate.

(a) Roadway aggregate. Mix the aggregate and adjust the moisture content to obtain a uniform mixture. Adjust the moisture content to obtain proper compaction. Spread and shape in uniform layers not to exceed 6 inches (150 millimeters) compacted thickness. Where more than one layer is necessary, compact the underlying layer according to Subsection 302.05.

(b) Bedding and backfill aggregate. Place and shape the mixture in layers that, when compacted, do not exceed 6 inches (150 millimeters) in depth.

302.05 Compacting and Finishing Crushed Aggregate.

(a) Roadway aggregate. When no compaction method is specified, use either method. Finish surface according to Subsection 301.06.

(1) Method 1. Compact each layer according to Subsection 204.11(a). Roll from the sides to the center, parallel to the centerline of the road. Compact the material along curbs, headers, walls, and places not accessible to a roller with approved tampers or compactors.

Compactive effort may be decreased if in-place densities show that less compactive effort is required under Method 2.

WMD - SPEC Page 2 of 2 Section 302

(2) Method 2. Compact each layer according to Subsection 301.05.

(b) Bedding and backfill aggregate. Compact each layer according to Subsection 209.10.

302.06 Acceptance. See Table 302-1 for sampling, testing, and acceptance requirements.

Crushed aggregate will be evaluated under Subsections 106.02 and 106.03. Submit a production certification including gradation and quality properties for each source.

Construction of roadway aggregate courses will be evaluated under Subsections 106.02 and 106.04.

Method 2 compaction will be evaluated under Subsection 106.04.

Placement of bedding and backfill aggregate will be evaluated under Subsections 106.02 and 106.04.

Measurement

302.07 Measure the Section 302 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

When measuring crushed aggregate by the cubic yard (cubic meter), measure in place.

When measuring aggregate by the square yard (square meter), measure the length horizontally along the centerline of the roadway. Measure the width horizontally to include the top of aggregate width, including designed widenings.

Payment

302.08 The accepted quantities will be paid at the contract price per unit of measurement for the Section 302 pay items listed in the bid schedule. Payment will be full compensation for the work

WMD - SPEC Page 1 of 29 Section 401

Section 401. — ASPHALT CONCRETE PAVEMENT

BY GYRATORY MIX DESIGN METHOD

Description

401.01 This work consists of constructing one or more courses of asphalt concrete pavement using hot or warm mix asphalt (HMA or WMA).

Asphalt concrete pavement nominal maximum size aggregate size is designated according to Tables 401-1 and 703-5. Equivalent single axle loads (ESAL) or number of gyrations at design (NDesign) is designated according to Tables 401-1.

Pavement roughness type is designated according to Subsection 401.16. When no roughness type is designated use Type IV.

Asphalt binder is designated according to AASHTO M 320.

Antistrip additive type is designated according to Subsection 702.05. When no type is designated use Type 3 (lime).

Material

401.02 Conform to the following Subsections:

Antistrip additive 702.05 Asphalt binder 702.01 Asphalt concrete aggregate 703.07 Mineral filler 725.05

Construction Requirements

401.03 Job Mix Formula (JMF). Provide asphalt concrete mixes of aggregate, asphalt binder, recycled asphalt pavement (RAP), and additives, that have been approved by the Montana Department of Transportation (MDT) within the last 12 months, meet the applicable material requirements and the appropriate design parameters in Table 401-1, and are capable of being placed and compacted as specified. Volumetric mix properties will be determined at Ndesign according to AASHTO T 312 and

AASHTO R 35.

Apply asphalt concrete mix design requirements for HMA to the development of the WMA mix design. Provide modifications to the process required for WMA technology. Submit modifications to the asphalt concrete mix design process according to Appendix X.2 of AASHTO R 35, Special Mix Design Considerations and Practices for Warm Mix Asphalt (WMA) for approval by the CO.

(a) RAP. Limit the quantity of RAP by mass in the JMF to 20 percent.

(b) Baghouse fines. If used, document how baghouse fines are reintroduced and measured.

Submit target values for the percent of baghouse fines reintroduced to the JMF if they are a separate stockpile.

WMD - SPEC Page 2 of 29 Section 401

Table 401-1 Gyratory Asphalt Concrete Mix Design Requirements, AASHTO R 35

Design

ESAL

(Million)

Gyratory Compaction Level (% Theoretical Maximum

Specific Gravity, Gmm)

AASHTO T 312

Minimum Voids-in-the Mineral Aggregate

(VMA), % (1)

Voids Filled with

Asphalt

(VFA), %

Dust-to-Binder Ratio (3)

Minimum Tensile

Strength Ratio, AASHTO

T 283

Nominal Maximum Size Aggregate (2)

Ninitial Ndesign Nmax 1 inch

(25 mm) ¾ inch

(19 mm) ½ inch

(12.5 mm) ⅜ inch

(9.5 mm) #4 sieve

(4.75 mm)

< 0.3

(≤91.5%)

(96.0%)

(≤98.0%)

12.0- 15.0

13.0-16.0 14.0-17.0 15.0-18.0 −

70.0 - 80.0

0.8 -1.6

0.80

0.3 to < 3

(≤90.5%)

(96.0%)

(≤98.0%)

65.0 - 78.0

3 to 30

(≤89.0%)

(96.0%)

(≤98.0%)

65.0 - 78.0

(≤91.5%)

(96.0%)

(≤98.0%) − − − − 16.0 - 19.0 76.0 - 80.0 0.6 - 2.0

(1) When mineral filler or hydrated lime is used, include in the calculation for compliance with the VMA.

(2) The nominal maximum size aggregate is one size greater than the first sieve to retain more than 10 percent of the combined aggregate.

(3) Dust to binder ratio is the effective asphalt content divided by the total percent of material passing the No. 200 (75-µm) sieve. Dust includes lime, bag house fines, and other mineral matter.

Section 401

WMD - SPEC Page 3 of 29 Section 401 Revised 2025

(c) Submission. Submit written JMFs for verification at least 30 days before the control strip. Include a signed statement prepared by the testing laboratory that certifies the proposed JMF meets requirements and can be compacted in the field during production. For each proposed JMF, submit the following:

(1) Aggregate and mineral filler.

(a) Target values:

(1) Target value for percent passing each specified sieve size for the aggregate blend; and

(2) Designate target values within the gradation band specified for the nominal maximum size aggregate grading shown in Table 703-5;

(b) Source and percentage of each stockpile to be used;

(c) Average gradation of each stockpile;

(d) Representative samples from each stockpile. Use split samples of material taken at the same time samples are taken for testing by the Contractor’s laboratory.

(1) 600 pounds (270 kilograms) of aggregates proportioned by each stockpile according to the JMF; and

(2) 10 pounds (4.5 kilograms) of mineral filler, if proposed for the JMF; and

(e) Results of aggregate quality tests performed within 1 year of use. For aggregate quality tests, see Subsection 703.07.

(2) Asphalt binder.

(a) Target asphalt binder content;

(b) Five 1-gallon (4-liter) samples of the asphalt binder;

(c) Test results from the manufacturer according to AASHTO M 320 for the asphalt binder including a temperature-viscosity curve; and

(d) Mixing temperature range and minimum compaction temperature for the asphalt binder.

(3) Antistrip additives. If part of the JMF:

(a) 1 pint (0.5 liter) of liquid antistrip additive or 2 pounds (0.9 kilograms) of cement or lime antistrip additive;

(b) Name of product;

(c) Manufacturer; and

(d) Manufacturer’s MSDS and product data sheets.

(4) RAP. If part of the JMF:

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(a) Source and percentage of RAP;

(b) Gradation of the RAP;

(c) Effective specific gravities of each stockpile;

(d) Percent asphalt binder in RAP by total mass according to AASHTO T 308; and

(e) 100-pound (45-kilogram) representative sample of each RAP stockpile.

(5) WMA technology and additive information.

(a) 1-gallon (4-liter) WMA additive sample with method for incorporating it in the asphalt concrete mix design process;

(b) WMA manufacturer’s usage recommendations including additive target rates;

(c) Documentation of past WMA technology field applications including project type, project owner, tonnage placed, asphalt concrete mix design, mixture volumetrics, and performance;

(d) Laboratory mixing and compacting temperature;

(e) Asphalt binder performance grade test data over the range of WMA additive percentages proposed for use if applicable;

(f) Compatibility of WMA additive with asphalt binder and antistrip additive; and

(g) Temperature range for field asphalt concrete mix production, delivery, lay-down and compaction.

(d) Verification. The verification process starts when required documentation and material are received.

When the JMF is verified, begin asphalt concrete mix production for the control strip.

(1) Aggregate gradations. The Contractor’s aggregate gradation is verified if the CO’s gradation on a combined asphalt concrete mix using the Contractor’s aggregate and RAP stockpile percentage recommendations is within the Contractor’s target value gradation plus or minus the following tolerance for each sieve:

Sieve Size Tolerance, %

1 inch (25 mm) ±3.0 ¾ inch (19 mm) ±3.0 ½ inch (12.5 mm) ±3.0 ⅜ inch (9.5 mm) ±3.0 No. 4 (4.75 mm) ±3.0 No. 8 (2.36 mm) ±3.0 No. 30 (600 µm) ±2.0 No. 50 (300 µm) ±2.0 No. 200 (75 µm) ±1.0

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(2) RAP asphalt binder content and gradation. The Contractor’s RAP asphalt binder content results are verified if the CO’s result for each stockpile is within ±0.75 percent by total mass using AASHTO T 308. Submit the RAP dry gradation, burned gradation, asphalt content, and specific gravity information, for approval, to the CO.

(3) Bulk specific gravity of aggregate (Gsb). The Contractor’s coarse and fine Gsb is verified if the CO’s results are within 0.013 for AASHTO T 85 and 0.030 for AASHTO T 84.

(4) Voids in the mineral aggregate (VMA). The Contractor’s VMA result is verified if the CO’s result is above the minimum specification limit in Table 401-1.

(5) Voids filled with asphalt (VFA). The Contractor’s VFA result is verified if the CO’s result is within the specification limit in Table 401-1.

(6) Air voids (Va). The Contractor’s Va result is verified if the CO’s result at the same design asphalt binder content is between 3.0 and 5.0 percent.

(7) Tensile strength ratio (TSR). The Contractor’s TSR result is verified if the CO’s result is above the minimum specification limit in Table 401-1.

(e) Changes and resubmissions. If a JMF is rejected or the source of material is changed, submit a new JMF for verification. Up to 30 days may be required to evaluate a change after receipt of required documentation and material. Approved changes in target values will not be applied retroactively for payment.

The CO will deduct JMF evaluation costs resulting from the following:

(1) Contractor-requested changes to the approved JMF;

(2) Contractor requests for more than one JMF evaluation; and

(3) Additional testing necessary due to the failure of a submitted JMF.

401.04 Mixing Plant. Use mixing plants conforming to AASHTO M 156.

(a) Drum dryer-mixer plants.

(1) Bins. Provide a separate bin in the cold aggregate feeder for each individual aggregate stockpile in the asphalt concrete mix. Use bins of sufficient size to keep the plant in continuous operation and of proper design to prevent overflow of material from one bin to another.

(2) Stockpiling procedures. Separate aggregate into at least three stockpiles with different gradations.

(b) Batch plants.

(1) Hot aggregate bin. Provide a bin with three or more separate compartments for storage of the screened aggregate fractions to be combined for the asphalt concrete mix. Make the partitions between the compartments tight and of sufficient height to prevent spillage of aggregate from one compartment into another.

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(2) Load cells. Calibrated load cells may be used in batch plants instead of scales.

(3) RAP. Modify batch plants so RAP is introduced into the asphalt concrete mix after bypassing the dryer. Design the cold feed bin, conveyor system, and special bin adjacent to the weigh hopper, if used, to avoid segregation and sticking of the recycled asphalt pavement material. Heat aggregate to a temperature that will transfer sufficient heat to the recycled asphalt pavement material to produce an asphalt concrete mix of uniform temperature within the range specified in the approved JMF.

(c) WMA plant modifications.

(1) Modify the mixing plant as required by the manufacturer to introduce the WMA technology.

Interlock the WMA additive delivery system with the automated proportioning system;

(2) Comply with manufacturer’s recommendations for incorporating additives and WMA technologies into the asphalt concrete mix. Comply with manufacturer’s recommendations regarding delivery and storage of additives; and

(3) Modify the plant burner and drum flights to operate at lower production temperatures.

401.05 Equipment.

(a) Pavers. Furnish pavers that are:

(1) Self-contained, power-propelled units with adjustable vibratory screeds with full-width screw augers;

(2) Heated for the full width of the screed;

(3) Capable of spreading and finishing courses of asphalt concrete mix in widths at least 12 inches (300 millimeters) more than the width of one lane;

(4) Equipped with a receiving hopper having sufficient capacity to ensure a uniform spreading operation;

(5) Equipped with automatic feed controls, which are properly adjusted to maintain a uniform depth of material ahead of the screed;

(6) Operable at forward speeds consistent with satisfactory asphalt concrete mix lay down;

(7) Capable of producing a smooth-finished surface without segregating, tearing, shoving, or gouging;

(8) Equipped with automatic screed controls with sensors capable of sensing grade from an outside reference line, sensing the transverse slope of the screed, and providing the automatic signals that operate the screed to maintain grade and transverse slope; and

(9) Equipped with a screed mounted safety edge device capable of:

(a) Maintaining contact with the road shoulder surface;

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(b) Allowing automatic transition to cross roads, driveways, and obstructions; and

(c) Constraining and reducing the volume of the asphalt concrete material head to increase the density of the extruded profile.

Do not use conventional single plate strike off.

(b) Material transfer vehicle (MTV). When required, furnish an MTV with the following:

(1) A loading system with the ability to receive mixtures from the hauling equipment;

(2) A minimum storage capacity of 13 tons (11.8 metric tons) with a remixing system in the MTV storage bin;

(3) A discharge conveyor to deliver the mixture to the paver hopper; and

(4) A mass not exceeding the maximum legal loadings on structures.

Pick-up machines, hopper inserts, and material transfer devices are not considered MTVs.

401.06 Surface Preparation. Clean the existing surface of loose material, dirt, or other deleterious material by approved methods. Apply an asphalt tack coat to contact surfaces of pavements, curbs, gutters, manholes, and other structures according to Section 412.

401.07 Weather Limitations. Place asphalt concrete mix on a dry, unfrozen surface when the air temperature in the shade is above 35 °F (1.7 °C) and rising. For HMA, conform to Table 401-2.

Table 401-2 Asphalt Concrete Mix Placement Temperature

Compacted Lift

Thickness < 2 Inches (< 50 mm)

2 – 3 Inches (50 – 75 mm)

> 3 Inches (> 75 mm)

Road Surface Temperature

F (C)

Minimum Lay-Down Temperature(1)

F (C)

< 35 (1.7) (2) (2) (2)

35 – 39.9 (1.7 – 4.3) (2) (2) 280 (138)

40 – 49.9 (4.4 – 9.9) (2) 285 (141) 275 (135)

50 – 59.9 (10.0 – 15.5) 295 (146) 280 (138) 270 (132)

60 – 69.9 (15.6 – 21.1) 285 (141) 275 (135) 265 (129)

70 – 79.9 (21.2 – 26.6) 280 (138) 270 (132) 265 (129)

80 – 89.9 (26.7 – 32.2) 270 (132) 265 (129) 260 (127)

90 (32.2) 265 (129) 260 (127) 255 (124)

(1) Do not heat the asphalt concrete mix above the temperature specified in the approved asphalt concrete mix design.

(2) Do not pave.

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401.08 Asphalt Preparation. Uniformly heat the asphalt binder to provide a continuous supply of heated asphalt binder from storage to the mixer. Do not heat asphalt binder above 365 °F (185 C).

If a liquid heat stable antistrip additive is used, meter it into the asphalt binder transfer lines at a bulk terminal or mixing plant. Inject the additive for at least 80 percent of the transfer or mixing time to obtain uniformity.

401.09 Aggregate Preparation. When lime is used as an antistrip, adjust the aggregate moisture to at least 4 percent by mass of aggregate. Mix the lime uniformly with the aggregate before introducing the aggregate into the dryer or dryer drum. Use calibrated weighing or metering devices to measure the quantity of lime added to the aggregate.

For batch plants, heat, dry, and deliver aggregate for pugmill mixing at a temperature sufficient to produce an asphalt concrete mix temperature within the approved range. Adjust flames used for drying and heating to prevent damage to and contamination of the aggregate. Additional plant adjustments may be required to provide dry aggregate at the reduced mixing temperatures of WMA.

Control plant operations so the moisture content of the asphalt concrete mix behind the paver is

0.5 percent or less according to AASHTO T 329.

Before starting asphalt concrete mix production, obtain approval of synchronized metering and weighing devices used to introduce a constant rate of lime and water.

Add lime to the aggregate by one of the following methods:

(a) Method A. Add lime to the combined cold feed aggregate using an enclosed in-line cold feed mechanical pugmill mixer. Use a twin-shaft, continuous mixing pugmill with adjustable mixing paddles.

Adjust the retention time of the mixture in the pugmill so no unmixed lime is visible after the lime and aggregate exit the pugmill.

(b) Method B. Add lime to the produced aggregates during stockpiling using a pugmill. Distribute the lime per the stockpile ratios stated in the asphalt concrete mix design.

A minimum moisture content of 2 percent by dry weight for coarse aggregate and 4 percent by dry weight for fine aggregate is required at the time the aggregates and lime are mixed. Marinate treated aggregate in stockpiles from 24 hours to 60 days before using in asphalt concrete mix. Do not use aggregate marinated longer than 60 days.

(c) Method C. Add lime to the combined cold feed aggregate by introducing the lime between aggregate layers as the aggregate flows from the cold feed bins. Mix the lime and aggregate on the conveyor belt by placing at least of six paddles over the conveyor belt. Make the paddles protrude into the aggregate flow and direct the aggregate to fold over itself causing the material to migrate from one side of the conveyor belt to the other. Space the paddles to provide complete mixing. Provide a water spray over the conveyor belt as necessary to control dust and to maintain minimum moisture content.

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401.10 Mixing. Measure the aggregate and asphalt into the mixer according to the JMF. Mix until particles are completely and uniformly coated with asphalt according to AASHTO M 156. Maintain the discharge temperature according to the JMF.

401.11 Hauling. Use vehicles with tight, clean, and smooth metal beds for hauling asphalt concrete mixes.

Coat the beds with an approved material to prevent the asphalt concrete mix from adhering to the beds.

Do not use petroleum derivatives or other coating material that contaminates or alters the characteristics of the mix. Drain the bed before loading.

Equip each truck with a canvas cover or other suitable material of sufficient size to protect the asphalt concrete mix from the weather. When necessary to maintain temperature, use insulated truck beds and securely fastened covers. Provide access ports or holes for checking temperature of asphalt concrete mix in the truck.

401.12 Production Start-Up Procedures.

(a) Preparatory phase meeting. Conduct a pre-paving preparatory phase meeting at least 3 days before the start of paving operations according to Subsection 153.04(a). In addition, be prepared to discuss the following:

(1) Calibration certification for the gyratory compactor. If gyratory compactor is moved, recalibrate;

(2) Asphalt and aggregate correction factors according to AASHTO T 308 and AASHTO T 30 on Form FHWA 1640, Worksheet for Ignition Furnace Binder Correction Factor AASHTO T 308. If RAP is included as part of the JMF, provide the asphalt and aggregate correction factors according to AASHTO T 30 and the FLH Addendum to AASHTO T 308 on Form FHWA 1648, Worksheet For Ignition Furnace Binder Correction Factor And Aggregate Gradation Correction Factor For Mixes Including RAP; and

(3) Plant mixing temperature.

(b) Control strip. Provide 7 days notice before beginning production of an asphalt concrete mix.

On the first day of production, produce sufficient asphalt concrete mix to construct a 1000-foot (300-meter) long control strip, one-lane wide, and at the designated lift thickness. Construct the control strip on the project at an approved location.

Construct the control strip using asphalt concrete mix production, lay-down, and compaction procedures intended for the entire mix. Cease production after construction of the control strip until the asphalt concrete mix and the control strip are evaluated for acceptance.

(1) Mixture. Take and test at least three control strip asphalt concrete mix samples and evaluate according to Subsection 401.17. The asphalt concrete mix is acceptable if all test results are within specification limits for asphalt content and VMA; and the calculated pay factor for asphalt content, VMA, and gradation is 0.90 or greater.

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(2) Compaction. Compact according to Subsection 401.14. Take nuclear gauge density readings behind each roller pass to determine the roller pattern necessary to achieve required density.

Take nuclear gauge density readings and cut and test core samples according to Table 401-8.

Density is acceptable if the core density pay factor is 0.90 or greater. Furnish the CO with documented nuclear gauge readings correlated to core specific gravities.

Repeat the control strip process until an acceptable control strip is produced. See Subsection 106.01 for the disposition of material in unacceptable control strips. Accepted control strips may remain in place and will be accepted and measured as a part of the completed pavement. Tests used for the control strip will not be included in the evaluation for payment according to Subsection 106.04. When a control strip is verified and accepted, full production may begin.

Use these start-up procedures when producing material from a different plant or when resuming production after a termination of production due to unsatisfactory quality according to Subsection 106.04.

401.13 Placing and Finishing. Do not use mixes produced from different plants unless the mixes are produced according to the same JMF, use material from the same sources, and are approved. Construct control strips according to Subsection 401.12 for each plant from which production is intended.

Place HMA at a temperature conforming to Table 401-2. Place WMA at temperatures conforming to Subsection 401.03.