AASHTO M 332 (2023) PDF - Performance-Graded Asphalt Binder

Standard Specification for Performance-Graded Asphalt Binder Using...

Standard Specification for Performance-Graded Asphalt Binder Using Multiple Stress Creep Recovery (MSCR) Test  AASHTO Designation: M 332-23 1 Technically Revised: 2023 Technical Subcommittee: 2b, Liquid Asphalt 1. SCOPE 1.1. This specification covers asphalt binders graded by performance using the multiple stress creep recovery (MSCR) test. Grading designations are related to the LTPPBind calculated maximum pavement design temperature, minimum pavement design temperature, and traffic loading. 1.2. This specification incorporates T 350 for determining non-recoverable creep compliance, Jnr. “S,” “H,” “V,” or “E” designations must be specified for standard, heavy, very heavy, or extremely heavy traffic loading, respectively. Note 1—For asphalt cements graded by viscosity at 60°C, see M 226. Note 2—For performance-graded asphalt binder, see M 320. 1.3. To ensure that the asphalt binder exhibits elastic response, the specifying agency may require compliance with R 92. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 226, Viscosity-Graded Asphalt Binder M 320, Performance-Graded Asphalt Binder M 323, Superpave Volumetric Mix Design R 28, Accelerated Aging of Asphalt Binder Using a Pressurized Aging Vessel (PAV) R 66, Sampling Asphalt Materials R 92, Evaluating the Elastic Behavior of Asphalt Binders Using the Multiple Stress Creep Recovery (MSCR) Test T 44, Solubility of Bituminous Materials T 48, Flash Point of Asphalt Binder by Cleveland Open Cup T 240, Effect of Heat and Air on a Moving Film of Asphalt Binder (Rolling Thin-Film Oven Test) T 313, Determining the Flexural Creep Stiffness of Asphalt Binder Using the Bending Beam Rheometer (BBR) T 314, Determining the Fracture Properties of Asphalt Binder in Direct Tension (DT) T 315, Determining the Rheological Properties of Asphalt Binder Using a Dynamic Shear Rheometer (DSR) T 316, Viscosity Determination of Asphalt Binder Using Rotational Viscometer TS-2b M 332-1 AASHTO © 2023 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.  T 350, Multiple Stress Creep Recovery (MSCR) Test of Asphalt Binder Using a Dynamic Shear Rheometer (DSR) 2.2. ASTM Standard: D8, Standard Terminology Relating to Materials for Roads and Pavements 2.3.  Other Reference: LTPP Seasonal Asphalt Concrete Pavement Temperature Models, LTPPBind, Available online at https://infopave.fhwa.dot.gov/Tools/LTPPBindOnline 3. TERMINOLOGY 3.1. Definitions: 3.1.1. Definitions for many terms common to asphalt binder are found in ASTM D8. 3.1.2. asphalt binder—an asphalt-based cement that is produced from petroleum residue either with or without the addition of nonparticulate organic modifiers. 4. ORDERING INFORMATION 4.1. When ordering under this specification, include in the purchase order the performance grade (PG) of asphalt binder required including the designation for traffic loading (e.g., M 332, PG 64V-22). 4.1.1. If required to comply with the elastic response requirements in R 92, include reference to R 92 in the purchase order (e.g., M 332, PG 64V-22, R 92, Percent Recovery of X). Note 3—The different generations of the LTPPBind program use different algorithms and weather databases for determining the PG high temperature for a location. The choice of which LTPPBind version to use is up to the specifier. 4.2. Select the environmentally appropriate high- and low-temperature grades and the appropriate “S,” “H,” “V,” or “E” grade for the expected traffic level and traffic load rate. 4.2.1. Standard Designation “S” in most typical situations will be for traffic levels fewer than 10 million Equivalent Single Axle Loads (ESALs) and more than the standard traffic speed (>70 km/h). 4.2.2. Heavy Designation “H” in most situations will be for traffic levels of 10 to 30 million ESALs or slow-moving traffic (20 to 70 km/h). 4.2.3. Very Heavy Designation “V” in most situations will be for traffic levels of greater than 30 million ESALs or standing traffic (< 20 km/h). 4.2.4. Extremely Heavy Designation “E” in most situations will be for traffic levels of greater than 30 million ESALs and standing traffic (< 20 km/h) such as toll plazas or port facilities. Note 4—“Grade bumping” is accomplished by using “H,” “V,” or “E” designations and not by increasing the PG high-temperature grade as recommended in M 323. 4.2.5. The specification evaluates Jnrdiff, the change in compliance from the 0.1-kPa stress level to the 3.2-kPa stress level and restricts the change to 0.75 or 75 percent. This is equivalent to 75 percent of one grade change. In cases where the Jnr3.2 value is less than 0.5, this requirement for Jnrdiff is dropped. When the Jnr3.2 value is below 0.5, the binder is extremely stiff and, from precision and bias studies, there is likely to be higher variability with Jnr3.2 values below 0.5. In these cases, the TS-2b M 332-2 AASHTO © 2023 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.  issue of loss of stiffness due to shear thinning of the binder at increased stress is minimal and the requirement is not necessary. 5. MATERIALS AND MANUFACTURE 5.1. Asphalt binder shall be prepared by the refining of crude petroleum by suitable methods, with or  without the addition of modifiers. 5.2. Modifiers may be any material of suitable manufacture that are used in virgin or recycled condition and that is dissolved, dispersed, or reacted in asphalt binder to enhance its performance. 5.3. The asphalt binder shall be homogeneous, free from water and deleterious materials, and shall not foam when heated to 175°C. 5.4. The asphalt binder shall be at least 99.0 percent soluble as determined by T 44. 5.5. This specification is not applicable for asphalt binders in which fibers or other discrete particles 5.6. The grades of asphalt binder shall conform to the requirements given in Table 1. 5.7. If required to exhibit an elastic response, the asphalt binder shall conform to the requirements of R 92. 6. SAMPLING 6.1. The material shall be sampled in accordance with R 66. 7. TEST METHODS 7.1. The properties outlined in Sections 5.3, 5.4, and 5.6 shall be determined in accordance with R 28, T 44, T 48, T 240, T 313, T 314, T 315, T316, and T 350. 8. INSPECTION AND CERTIFICATION 8.1. Inspection and certification of the material shall be agreed on between the purchaser and the seller. Specific requirements shall be part of the purchase contract. The seller shall provide material handling and storage procedures to the purchaser for each asphalt binder grade certified. 9. REJECTION AND RETESTING 9.1. If the results of any test do not conform to the requirements of this specification, retesting to determine conformity is performed as indicated in the purchase order or as otherwise agreed on between the purchaser and the seller. 10. KEYWORDS 10.1. Asphalt binder; asphalt cement; direct tension; flash point; modifier; multiple stress creep recovery (MSCR); performance specifications; pressure aging; rheology. TS-2b M 332-3 AASHTO © 2023 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.  Table 1—Performance-Graded Asphalt Binder Specificationa PG 46 PG 52 PG 58 Performance Grade: 34 40 46 10 16 22 28 34 40 46 16 22 28 34 40 LTPPBind calculated max pavement design 46 52 58 temp, Cb Min pavement design temp, Cb >–34 >–40 >–46 >–10 >–16 >–22 >–28 >–34 >–40 >–46 >–16 >–22 >–28 >–34 >–40 Original Binder  Flash point temp, T 48, min C 230 Viscosity, T 316:c 135 max 3 Pa s, test temp, C Dynamic shear, T 315: G*/sin , min 1.00 kPa 46 52 58 test temp @ 10 rad/s, C Rolling Thin-Film Oven Residue (T 240) Mass change, max, percent d 1.00 MSCR, T 350: Standard Traffic “S” Jnr3.2, max 4.5 kPa–1 46 52 58 Jnrdiff , max 75%e test temp, C MSCR, T 350: Heavy Traffic “H” Jnr3.2, max 2.0 kPa–1 46 52 58 Jnrdiff , max 75% e test temp, C MSCR, T 350: Very Heavy Traffic “V” Jnr3.2, max 1.0 kPa–1 46 52 58 Jnrdiff , max 75% e test temp, C MSCR, T 350: Extremely Heavy Traffic “E” 46 52 58 Jnr3.2, max 0.5 kPa–1 test temp, C Pressurized Aging Vessel Residue (R 28) PAV conditioning temp, C f 90 90 100 Dynamic shear, T 315: “S” G* sin , g max 6000 kPa 10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 ,, g min 42 test temp @ 10 rad/s, C Dynamic shear, T 315: “H,” “V,” “E” 10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 G* sin , max 6000 kPa test temp @ 10 rad/s, C Creep stiffness, T 313:h S, max 300 MPa –24 –30 –36 0 –6 –12 –18 –24 –30 –36 –6 –12 –18 –24 –30 m-value, min 0.300 test temp @ 60 s, C Direct tension, T 314:h Failure strain, min 1.0% –24 –30 –36 0 –6 –12 –18 –24 –30 –36 –6 –12 –18 –24 –30 test temp @ 1.0 mm/min, C Continued on next page. TS-2b M 332-4 AASHTO © 2023 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.  Table 1—Performance-Graded Asphalt Binder Specificationa (Continued) PG 64 PG 70 Performance Grade: 10 16 22 28 34 40 10 16 22 28 34 40 LTPPBind calculated max –10 >–16 >–22 >–28 >–34 >–40 >–10 >–16 >–22 >–28 >–34 >–40 temp, Cb  Original Binder Flash point temp, T 48, min C 230 Viscosity, T 316:c 135 max 3 Pa s, test temp, C Dynamic shear, T 315: G*/sin , min 1.00 kPa 64 70 test temp @ 10 rad/s, C Rolling Thin-Film Oven Residue (T 240) Mass change, max, percent d 1.00 MSCR, T 350: Standard Traffic “S” Jnr3.2, max 4.5 kPa–1 64 70 Jnrdiff, max 75% e test temp, C MSCR, T 350: Heavy Traffic “H” Jnr3.2, max 2.0 kPa–1 64 70 Jnrdiff, max 75% e test temp, C MSCR, T 350: Very Heavy Traffic “V” Jnr3.2, max 1.0 kPa–1 64 70 Jnrdiff, max 75%e test temp, C MSCR, T 350: Extremely Heavy Traffic “E” 64 70 Jnr3.2, max 0.5 kPa–1 test temp, C Pressurized Aging Vessel Residue (R 28) PAV conditioning temp, Cf 100 100 Dynamic shear, T 315: “S” G* sin , g max 6000 kPa 31 28 25 22 19 16 34 31 28 25 22 19 ,, gmin 42 test temp @ 10 rad/s, C Dynamic shear, T 315: “H,” “V,” “E” 31 28 25 22 19 16 34 31 28 25 22 19 G* sin , max 6000 kPa test temp @ 10 rad/s, C Creep stiffness, T 313:h S, max 300 MPa 0 –6 –12 –18 –24 –30 0 –6 –12 –18 –24 –30 m-value, min 0.300 test temp @ 60 s, C Direct tension, T 314:h Failure strain, min 1.0% 0 –6 –12 –18 –24 –30 0 –6 –12 –18 –24 –30 test temp @ 1.0 mm/min, C Continued on next page. TS-2b M 332-5 AASHTO © 2023 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.  Table 1—Performance-Graded Asphalt Binder Specificationa (Continued) PG 76 PG 82 Performance Grade: 10 16 22 28 34 10 16 22 28 34 LTPPBind calculated max 76 82 pavement design temp, Cb Min pavement design >–10 >–16 >–22 >–28 >–34 >–10 >–16 >–22 >–28 >–34 temp, Cb Original Binder  Flash point temp, T 48, min C 230 Viscosity, T 316:c 135 max 3 Pa s, test temp, C Dynamic shear, T 315: G*/sin , min 1.00 kPa 76 82 test temp @ 10 rad/s, C Rolling Thin-Film Oven Residue (T 240) Mass change, max, percent d 1.00 MSCR, T 350: Standard Traffic “S” Jnr3.2, max 4.5 kPa–1 76 82 Jnrdiff, max 75%e test temp, C MSCR, T 350: Heavy Traffic “H” Jnr3.2, max 2.0 kPa–1 76 82 Jnrdiff, max 75% e test temp, C MSCR, T 350: Very Heavy Traffic “V” Jnr3.2, max 1.0 kPa–1 76 82 Jnrdiff, max 75%e test temp, C MSCR, T 350: Extremely Heavy Traffic “E” 76 82 Jnr3.2, max 0.5 kPa–1 test temp, C Pressurized Aging Vessel Residue (R 28) PAV conditioning temp, Cf 100 100 Dynamic shear, T 315: “S” G* sin ,g max 6000 kPa 37 34 31 28 25 40 37 34 31 28 ,g min 42 test temp @ 10 rad/s, C Dynamic shear, T 315: “H,” “V,” “E” 37 34 31 28 25 40 37 34 31 28 G* sin , max 6000 kPa test temp @ 10 rad/s, C Creep stiffness, T 313:h S, max 300 MPa 0 –6 –12 –18 –24 0 –6 –12 –18 –24 m-value, min 0.300 test temp @ 60 s, C Direct tension, T 314:h Failure strain, min 1.0% 0 –6 –12 –18 –24 0 –6 –12 –18 –24 test temp @ 1.0 mm/min, C a MSCR test on RTFO residue should be performed at the PG grade based on the environmental high pavement temperature. Grade bumping is accomplished by requiring a lower Jnr value while testing at the environmental temperature. b Pavement temperatures are estimated from air temperatures using an algorithm contained in the LTPPBind program, or may be provided by the specifying agency. c This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety standards. d The mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. e The Jnrdiff requirement shall not apply to asphalt binders having a Jnr3.2 value of 0.5 kPa–1 or lower at the selected test temperature. f For climates with an LTPPBind high pavement temperature of 76°C or above, the PAV conditioning temperature shall be 110°C. g If the intermediate temperature stiffness, G* sin , is below 5000 kPa, the phase angle minimum limit is not required. If the intermediate temperature stiffness, G* sin , is between 5000 and 6000 kPa, the intermediate phase angle minimum limit is required. h If the creep stiffness is below 300 MPa, the direct tension test is not required. If the creep stiffness is between 300 and 600 MPa, the direct tension failure strain requirement can be used in lieu of the creep stiffness requirement. The m-value requirement must be satisfied in both cases. TS-2b M 332-6 AASHTO © 2023 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.  1 Formerly AASHTO Provisional Standard MP 19. First published as a full standard in 2014.  TS-2b M 332-7 AASHTO © 2023 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.