Evaluation of the Moisture Susceptibility of WMA Technologies (2014) / Chapter Skim
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F-1 A P P E N D I x F Proposed Draft Revisions to AASHTO R 35
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F-2 Standard Practice for Superpave Volumetric Design for Hot Mix Asphalt (HMA) AASHTO Designation: R 35-12 American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C.
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F-3 TS-2d R 35-1 AASHTO Standard Practice for Superpave Volumetric Design for Hot Mix Asphalt (HMA) AASHTO Designation: R 35-12 1.
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F-4 TS-2d R 35-2 AASHTO T 275, Bulk Specific Gravity (Gmb) of Compacted Hot Mix Asphalt (HMA)
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F-5 TS-2d R 35-3 AASHTO 3.9. dust-to-binder ratio (P0.075/Pbe)
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F-7 TS-2d R 35-5 AASHTO Figure 1 -- Evaluation of the Gradations of Three Trial Blends (Example)
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F-8 TS-2d R 35-6 AASHTO 8.2. Condition the mixtures according to R 30, and compact the specimens to Ndesign gyrations in accordance with T 312.
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F-9 TS-2d R 35-7 AASHTO 9.2. Calculate Va and VMA at Ndesign for each trial mixture using Equations 2 and 3: 100 1 mb a mm G V G (2)
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F-10 TS-2d R 35-8 AASHTO initial 100 mb d mm a mm i G hG V G h % (9) where: initialmm G% = relative density at Ninitial gyrations at the adjusted design binder content; hd = height of the specimen after Ndesign gyrations, from the Superpave gyratory compactor, mm; and hi = height of the specimen after Ninitial gyrations, from the Superpave gyratory compactor, mm.
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F-11 TS-2d R 35-9 AASHTO structure. For example, a quarry stone can replace a crushed gravel, or crushed fines can replace natural fines.
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F-12 TS-2d R 35-10 AASHTO 10.5.1. Calculate Va, VMA, and VFA at Ndesign using Equations 2, 3, and 13: 100 aVMA VVFA VMA (13)
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F-13 TS-2d R 35-11 AASHTO Average Va, VMA, VFA, and Relative Density at Ndesign Pb (%)
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F-14 TS-2d R 35-12 AASHTO Figure 3 -- Sample Densification Curve 10.7. Prepare replicate (Note 8)
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F-15 TS-2d R 35-13 AASHTO 0.075-mm fraction (Note 19)
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F-16 TS-2d R 35-14 AASHTO APPENDIXES (Nonmandatory Information)
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F-17 TS-2d R 35-15 AASHTO 1 1 ba s sb se V W G G (X1.4) where: Ws, the mass of aggregate in 1 cm3 of mix, g, is calculated as: 1s a s b s b se P V W P P G G (X1.5)
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F-18 TS-2d R 35-16 AASHTO These special mixture design considerations and practices are applicable anytime a WMA technology is being used. The WMA technologies may be used as coating and compaction aids without lowering the production temperature by 50°F (28°C)
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F-19 TS-2d R 35-17 AASHTO X2.4. WMA Technology Selection: X2.4.1.
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F-20 TS-2d R 35-18 AASHTO Table X2.1 -- Recommended Improvement in Virgin Binder Low-Temperature Continuous Grade for RAP Blending Chart Analysis for WMA Production Temperatures Virgin Binder PG Grade 58-28 58-22 64-22 64-16 67-22 Average HMA Production Temperature, °F 285 285 292 292 300 Rate of Improvement of Virgin Binder Low-Temperature Grade per 1°C Reduction in Plant Temperature 0.035 0.025 0.025 0.012 0.025 WMA Production Temperature, °F Recommended Improvement in Virgin Binder Low-Temperature Continuous Grade for RAP Blending Chart Analysis, °C 300 NA NA NA NA 0.0 295 NA NA NA NA 0.1 290 NA NA 0.0 0.0 0.1 285 0.0 0.0 0.1 0.0 0.2 280 0.1 0.1 0.2 0.1 0.3 275 0.2 0.1 0.2 0.1 0.3 270 0.3 0.2 0.3 0.1 0.4 265 0.4 0.3 0.4 0.2 0.5 260 0.5 0.3 0.4 0.2 0.6 255 0.6 0.4 0.5 0.2 0.6 250 0.7 0.5 0.6 0.3 0.7 245 0.8 0.6 0.7 0.3 0.8 240 0.9 0.6 0.7 0.3 0.8 235 1.0 0.7 0.8 0.4 0.9 230 1.1 0.8 0.9 0.4 1.0 225 1.2 0.8 0.9 0.4 1.0 220 1.3 0.9 1.0 0.5 1.1 215 1.4 1.0 1.1 0.5 1.2 210 1.5 1.0 1.1 0.5 1.3 X2.6.4. Blending Chart Example: X2.6.4.1.
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F-21 TS-2d R 35-19 AASHTO where: Tblend = continuous grade temperature of the blended binder (high, intermediate, low) ; Tvirgin = continuous grade temperature of the virgin binder (high, intermediate, low)
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F-22 TS-2d R 35-20 AASHTO Table X2.2 -- Specimen Requirements Specimen Type Gyratory Specimen Size Approximate Specimen Mass Number Required Maximum Specific Gravity NA 500 to 6,000 g depending on maximum aggregate size 2 per trial blend, plus 8 to determine design binder content, plus 1 at the design binder content for compactability evaluation Volumetric Design 150-mm diameter by 115 mm high 4,700 g 2 per trial blend, plus 8 to determine design binder content Coating NA 500 to 6,000 g depending on maximum aggregate size 1 at the design binder content Compactability 150-mm diameter by 115 mm high 4,700 g 4 at the design binder content T 283 150-mm diameter by 95 mm high 3,800 g 6 at the design binder content Flow Number 150-mm diameter by 175 mm high 7,000 g 4 at the design binder content X2.7.1.2. Prepare a batch sheet showing the batch weight of each aggregate fraction, RAP, and the asphalt binder.
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F-23 TS-2d R 35-21 AASHTO X2.7.3.1.2. Heat the asphalt binder in a covered container in an oven set at 135°C until the binder is sufficiently fluid to pour.
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F-24 TS-2d R 35-22 AASHTO Note X16 -- The quantity of additive may be specified as a percent by weight of binder or a percent by weight of total mixture.
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F-25 TS-2d R 35-23 AASHTO X2.7.5.1.2. Heat the asphalt binder in a covered container in an oven set at 135°C until the binder is sufficiently fluid to pour.
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F-26 TS-2d R 35-24 AASHTO X2.7.5.2.9. Stop the mixer, and immediately add the wet fraction aggregate.
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F-27 TS-2d R 35-25 AASHTO newb P = percent by weight of total mix of new binder in the mixture.
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F-28 TS-2d R 35-26 AASHTO X2.8.3.7. For each specimen, determine the corrected specimen relative densities for each gyration using Equation X2.6: 100 N mb d mm mm N G hG G h % (X2.6)
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F-29 TS-2d R 35-27 AASHTO X2.8.4.1.4. The recommended moisture sensitivity criteria for unaged specimens are a wet IDT strength of 65 psi and a tensile strength ratio greater than 0.70 0.80 and no visual evidence of stripping.
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F-30 TS-2d R 35-28 AASHTO X2.8.5.3. The test is conducted on 100-mm-diameter by 150-mm-high test specimens sawed and cored from larger gyratory specimens that are 150-mm diameter by at least 175-mm high.
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F-31 TS-2d R 35-29 AASHTO Note X25 -- These rules for mixture adjustment are documented in NCHRP Report 567: Volumetric Requirements for Superpave Mix Design.
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Abbreviations and acronyms used without definitions in TRB publications: A4A Airlines for America AAAE American Association of Airport Executives AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI–NA Airports Council International–North America ACRP Airport Cooperative Research Program ADA Americans with Disabilities Act APTA American Public Transportation Association ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASTM American Society for Testing and Materials ATA American Trucking Associations CTAA Community Transportation Association of America CTBSSP Commercial Truck and Bus Safety Synthesis Program DHS Department of Homeland Security DOE Department of Energy EPA Environmental Protection Agency FAA Federal Aviation Administration FHWA Federal Highway Administration FMCSA Federal Motor Carrier Safety Administration FRA Federal Railroad Administration FTA Federal Transit Administration HMCRP Hazardous Materials Cooperative Research Program IEEE Institute of Electrical and Electronics Engineers ISTEA Intermodal Surface Transportation Efficiency Act of 1991 ITE Institute of Transportation Engineers MAP-21 Moving Ahead for Progress in the 21st Century Act (2012) NASA National Aeronautics and Space Administration NASAO National Association of State Aviation Officials NCFRP National Cooperative Freight Research Program NCHRP National Cooperative Highway Research Program NHTSA National Highway Traffic Safety Administration NTSB National Transportation Safety Board PHMSA Pipeline and Hazardous Materials Safety Administration RITA Research and Innovative Technology Administration SAE Society of Automotive Engineers SAFETEA-LU Safe, Accountable, Flexible, Efficient Transportation Equity Act: A Legacy for Users (2005)
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