1、Standard Specification for Performance-Graded Asphalt Binder Using Multiple Stress Creep Recovery (MSCR) Test AASHTO Designation: M 332-181 Technical Section: 2b, Liquid AsphaltRelease: Group 3 (August) American Association of State Highway and Transportation Officials 444 North Capitol Street N.W.,
2、 Suite 249 Washington, D.C. 20001 TS-2b M 332-1 AASHTO Standard Specification for Performance-Graded Asphalt Binder Using Multiple Stress Creep Recovery (MSCR) Test AASHTO Designation: M 332-181 Technical Section: 2b, Liquid AsphaltRelease: Group 3 (August) 1. SCOPE 1.1. This specification covers as
3、phalt binders graded by performance using the multiple stress creep recovery (MSCR) test. Grading designations are related to the average seven-day maximum pavement design temperature, minimum pavement design temperature, and traffic loading. 1.2. This specification incorporates T 350 for determinin
4、g non-recoverable creep compliance, Jnr. “S,” “H,” “V,” or “E” designations must be specified for standard, high, very high, or extremely high traffic loading, respectively. Note 1For asphalt cements graded by v iscosity at 60C, see M 226. Note 2For performance-graded a sphalt binder, see M 320. 1.3
5、. 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 Cement M 320, Performance-Graded Asphalt Binder M 323, Superpave Volumetric Mix Design R 28, Accelerat
6、ed Aging of Asphalt Binder Using a Pressurized Aging Vessel (PAV) R 35, Superpave Volumetric Design for Asphalt Mixtures 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 Mater
7、ials T 48, Flash and Fire Points 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
8、 Asphalt Binder in Direct Tension (DT) T 315, Determining the Rheological Properties of Asphalt Binder Using a Dynamic Shear Rheometer (DSR) 2018 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-2b M 332-2
9、 AASHTO T 316, Viscosity Determination of Asphalt Binder Using Rotational Viscometer T 350, Multiple Stress Creep Recovery (MSCR) Test of Asphalt Binder Using a Dynamic Shear Rheometer (DSR) 2.2. ASTM Standards: D8, Standard Terminology Relating to Materials for Roads and Pavements D5546, Standard T
10、est Method for Solubility of Asphalt Binders in Toluene by Centrifuge 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 binderan asphalt-based cement that is produced from petroleum residue either with or without the addi
11、tion 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
12、 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). 4.2. The required environmental asphalt binder grades may be selected by following the procedures described in M 323 and R 35, except do not use the “gra
13、de bumping” procedure in M 323. 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 th
14、an 10 million Equivalent Single Axle Loads (ESALs) and more than the standard traffic speed (70 km/h). 4.2.2. High 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 High Designation “V” in most situations will
15、be for traffic levels of greater than 30 million ESALs or standing traffic (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:cmax 3 Pas, test temp, C 135 Dynamic shear, T 315:dG*/sin, min 1.00 kPaetest temp 10 rad/s, C 46 52 58 Rolling T
16、hin-Film Oven Residue (T 240) Mass change, max, percentf1.00 MSCR, T 350: Standard Traffic “S” Jnr3.2, max 4.5 kPa1 Jnrdiff , max 75% test temp, C 46 52 58 MSCR, T 350: Heavy Traffic “H” Jnr3.2, max 2.0 kPa1 Jnrdiff , max 75% test temp, C 46 52 58 MSCR, T 350: Very Heavy Traffic “V” Jnr3.2, max 1.0
17、kPa1 Jnrdiff , max 75% test temp, C 46 52 58 MSCR, T 350: Extremely Heavy Traffic “E” Jnr3.2, max 0.5 kPa1 Jnrdiff, max 75% test temp, C 46 52 58 Pressurized Aging Vessel Residue (R 28) PAV aging temp, Cg90 90 100 Dynamic shear, T 315: “S” G* sin, max 5000 kPaetest temp 10 rad/s, C 10 7 4 25 22 19 1
18、6 13 10 7 25 22 19 16 13 Dynamic shear, T 315: “H,” “V,” “E” G* sin, max 6000 kPaetest temp 10 rad/s, C 10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 Creep stiffness, T 313:h S, max 300 MPa m-value, min 0.300 test temp 60 s, C 24 30 36 0 6 12 18 24 30 36 6 12 18 24 30 Direct tension, T 314:hFailure stra
19、in, min 1.0% test temp 1.0 mm/min, C 24 30 36 0 6 12 18 24 30 36 6 12 18 24 30 aMSCR testing 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 tempe
20、rature. bPavement temperatures are estimated from air temperatures using an algorithm contained in the LTPP Bind program, may be provided by the specifying agency, or by following the procedures as outlined in M 323 and R 35, excluding the provisions for “grade bumping.” cThis requirement may be wai
21、ved 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. dFor quality control of unmodified asphalt binder production, measurement of the viscosity of the original asp
22、halt binder may be used to supplement dynamic shear measurements of G*/sin at test temperatures where the asphalt is a Newtonian fluid. eG*/sin = high temperature stiffness and G* sin = intermediate temperature stiffness. fThe mass change shall be less than 1.00 percent for either a positive (mass g
23、ain) or a negative (mass loss) change. g The PAV aging temperature is based on simulated climatic conditions and is one of three temperatures, 90C, 100C, or 110C. Normally the PAV aging temperature is 100C for PG 58-xx and above. However, in desert climates, the PAV aging temperature for PG 70-xx an
24、d above may be specified as 110C. hIf 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 b
25、e satisfied in both cases. Continued on next page. 2018 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-2b M 332-5 AASHTO Table 1Performance-Graded Asphalt Binder Specificationa(Continued) Performance Gra
26、de PG 64 PG 70 10 16 22 28 34 40 10 16 22 28 34 40 Average 7-day max pavement design temp, Cb10 16 22 28 34 40 10 16 22 28 34 40 Original Binder Flash point temp, T 48, min C 230 Viscosity, T 316:cmax 3 Pas, test temp, C 135 Dynamic shear, T 315:dG*/sin, min 1.00 kPaetest temp 10 rad/s, C 64 70 Roll
27、ing Thin-Film Oven Residue (T 240) Mass change, max, percentf1.00 MSCR, T 350: Standard Traffic “S” Jnr3.2, max 4.5 kPa1 Jnrdiff, max 75% test temp, C 64 70 MSCR, T 350: Heavy Traffic “H” Jnr3.2, max 2.0 kPa1 Jnrdiff, max 75% test temp, C 64 70 MSCR, T 350: Very Heavy Traffic “V” Jnr3.2, max 1.0 kPa
28、1 Jnrdiff, max 75% test temp, C 64 70 MSCR, T 350: Extremely Heavy Traffic “E” Jnr3.2, max 0.5 kPa1 Jnrdiff, max 75% test temp, C 64 70 Pressurized Aging Vessel Residue (R 28) PAV aging temp, Cg100 100 (110) Dynamic shear, T 315: “S” G* sin, max 5000 kPaetest temp 10 rad/s, C 31 28 25 22 19 16 34 31
29、 28 25 22 19 Dynamic shear, T 315: “H,” “V,” “E” G* sin, max 6000 kPaetest temp 10 rad/s, C 31 28 25 22 19 16 34 31 28 25 22 19 Creep stiffness, T 313:hS, max 300 MPa m-value, min 0.300 test temp 60 s, C 0 6 12 18 24 30 0 6 12 18 24 30 Direct tension, T 314:hFailure strain, min 1.0% test temp 1.0 mm
30、/min, C 0 6 12 18 24 30 0 6 12 18 24 30 aMSCR 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. bPavement temperatures are estimat
31、ed from air temperatures using an algorithm contained in the LTPP Bind program, may be provided by the specifying agency, or by following the procedures as outlined in M 323 and R 35, excluding the provisions for “grade bumping.” cThis requirement may be waived at the discretion of the specifying ag
32、ency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety standards. dFor quality control of unmodified asphalt binder production, measurement of the viscosity of the original asphalt binder may be used to supplement dyna
33、mic shear measurements of G*/sin at test temperatures where the asphalt is a Newtonian fluid. eG*/sin = high temperature stiffness and G* sin = intermediate temperature stiffness. fThe mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. g T
34、he PAV aging temperature is based on simulated climatic conditions and is one of three temperatures, 90C, 100C, or 110C. Normally the PAV aging temperature is 100C for PG 58-xx and above. However, in desert climates, the PAV aging temperature for PG 70-xx and above may be specified as 110C. hIf the
35、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. Continued on ne
36、xt page. 2018 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-2b M 332-6 AASHTO Table 1Performance-Graded Asphalt Binder Specificationa(Continued) Performance Grade PG 76 PG 82 10 16 22 28 34 10 16 22 28
37、34 Average 7-day max pavement design temp, Cb10 16 22 28 34 10 16 22 28 34 Original Binder Flash point temp, T 48, minC 230 Viscosity, T 316:cmax 3 Pas, test temp, C 135 Dynamic shear, T 315:dG*/sin , min 1.00 kPaetest temp 10 rad/s, C 76 82 Rolling Thin-Film Oven Residue (T 240) Mass change, max, p
38、ercentf1.00 MSCR, T 350: Standard Traffic “S” Jnr3.2, max 4.5 kPa1 Jnrdiff, max 75% test temp, C 76 82 MSCR, T 350: Heavy Traffic “H” Jnr3.2, max 2.0 kPa1 Jnrdiff, max 75% test temp, C 76 82 MSCR, T 350: Very Heavy Traffic “V” Jnr3.2, max 1.0 kPa1 Jnrdiff, max 75% test temp, C 76 82 MSCR, T 350: Ext
39、remely Heavy Traffic “E” Jnr3.2, max 0.5 kPa1 Jnrdiff, max 75% test temp, C 76 82 Pressurized Aging Vessel Residue (R 28) PAV aging temp, Cg100 (110) 100 (110) Dynamic shear, T 315: “S” G* sin, max 5000 kPaetest temp 10 rad/s, C 37 34 31 28 25 40 37 34 31 28 Dynamic shear, T 315: “H,” “V,” “E” G* si
40、n, max 6000 kPaetest temp 10 rad/s, C 37 34 31 28 25 40 37 34 31 28 Creep stiffness, T 313:hS, max 300 MPa m-value, min 0.300 test temp 60 s, C 0 6 12 18 24 0 6 12 18 24 Direct tension, T 314:hFailure strain, min 1.0% test temp 1.0 mm/min, C 0 6 12 18 24 0 6 12 18 24 aMSCR test on RTFO residue shoul
41、d 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. bPavement temperatures are estimated from air temperatures using an algorithm contained in the LTPP Bind p
42、rogram, may be provided by the specifying agency, or by following the procedures as outlined in M 323 and R 35, excluding the provisions for “grade bumping.” cThis requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately
43、pumped and mixed at temperatures that meet all applicable safety standards. dFor quality control of unmodified asphalt binder production, measurement of the viscosity of the original asphalt binder may be used to supplement dynamic shear measurements of G*/sin at test temperatures where the asphalt
44、is a Newtonian fluid. eG*/sin = high temperature stiffness and G* sin = intermediate temperature stiffness. fThe mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. g The PAV aging temperature is based on simulated climatic conditions and i
45、s one of three temperatures, 90C, 100C, or 110C. Normally the PAV aging temperature is 100C for PG 58-xx and above. However, in desert climates, the PAV aging temperature for PG 70-xx and above may be specified as 110C. hIf the creep stiffness is below 300 MPa, the direct tension test is not require
46、d. 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. 2018 by the American Association of State Highway and Transportation Officials. All rig
47、hts reserved. Duplication is a violation of applicable law.TS-2b M 332-7 AASHTO 1Formerly AASHTO Provisional Standard MP 19. First published as a full standard in 2014. 2018 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.
