AASHTO M 332-2014 Standard Specification for Performance-Graded Asphalt Binder Using Multiple Stress Creep Recovery (MSCR) Test.pdf

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1、Standard Specification for Performance-Graded Asphalt Binder Using Multiple Stress Creep Recovery (MSCR) Test AASHTO Designation: M 332-141American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-2b M 332-1 AASHTO Standard

2、Specification for Performance-Graded Asphalt Binder Using Multiple Stress Creep Recovery (MSCR) Test AASHTO Designation: M 332-1411. SCOPE 1.1. This specification covers asphalt binders graded by performance using the multiple stress creep recovery (MSCR) test. Grading designations are related to th

3、e average seven-day 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, high, very high, or

4、extremely high traffic loading, respectively. Note 1For asphalt cements graded by viscosity at 60C, see M 226. Note 2For 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 Appendix X1. 2. R

5、EFERENCED 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, Accelerated Aging of Asphalt Binder Using a Pressurized Aging Vessel (PAV) R 29, Grading or Verifying the Performance Grade (PG) of

6、an Asphalt Binder R 35, Superpave Volumetric Design for Asphalt Mixtures R 66, Sampling Asphalt Materials T 44, Solubility of Bituminous Materials 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, D

7、etermining 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) 2015 by the Ameri

8、can Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-2b M 332-2 AASHTO T 316, Viscosity Determination of Asphalt Binder Using Rotational Viscometer T 350, Multiple Stress Creep Recovery (MSCR) Test of Asphalt Binder Using

9、a Dynamic Shear Rheometer (DSR) 2.2. ASTM Standards: D8, Standard Terminology Relating to Materials for Roads and Pavements D5546, Standard Test 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 bind

10、er are found in ASTM D8. 3.1.2. asphalt binderan 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 gr

11、ade (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 Appendix X1, include reference to Appendix X1 in the purchase order (e.g., M 332, PG 64V-22, Appendix X1). 4.2. The requi

12、red environmental asphalt binder grades may be selected by following the procedures described in M 323 and R 35, except do not use the “grade 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 e

13、xpected 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. High Designation “H” in most situations will be for

14、 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 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,

15、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 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 46 52 58 MSCR,

16、 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 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 Agi

17、ng 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 16 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

18、, 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 strain, 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 env

19、ironmental high pavement temperature. Grade bumping is accomplished by requiring a lower Jnrvalue while testing at the environmental temperature. bPavement temperatures are estimated from air temperatures using an algorithm contained in the LTPP Bind program, may be provided by the specifying agency

20、, 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 pumped and mixed at temperatures that meet all a

21、pplicable 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 is a Newtonian fluid. eG*/sin = high temperature

22、 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 is one of three temperatures, 90C, 100C, or 110C.

23、 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 required. If the creep stiffness is between 300 and 600

24、 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 next page. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication

25、 is a violation of applicable law.TS-2b M 332-5 AASHTO Table 1Performance-Graded Asphalt Binder Specificationa(continued) Performance Grade 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,

26、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 Rolling 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,

27、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 kPa1 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 Re

28、sidue (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 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

29、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/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

30、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 program, may be provided by the specifying agency, or by following the procedures as outline

31、d 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 pumped and mixed at temperatures that meet all applicable safety standards. dFor quality co

32、ntrol 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 is a Newtonian fluid. eG*/sin = high temperature stiffness and G* sin = intermediate temper

33、ature 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 is one of three temperatures, 90C, 100C, or 110C. Normally the PAV aging temperature is 100C

34、 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 required. If the creep stiffness is between 300 and 600 MPa, the direct tension failure strain req

35、uirement can be used in lieu of the creep stiffness requirement. The m-value requirement must be satisfied in both cases. Continued on next page. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-2b M 3

36、32-6 AASHTO Table 1Performance-Graded Asphalt Binder Specificationa(continued) Performance Grade PG 76 PG 82 10 16 22 28 34 10 16 22 28 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,

37、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, percentf1.00 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,

38、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: Extremely 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) Dyna

39、mic 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* sin, 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

40、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 should be performed at the PG grade based on the environmental high pavement temperature. Grade bumping is accomplished by requiring a lower Jnrvalue while testing at th

41、e environmental temperature. 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 r

42、equirement 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. dFor quality control of unmodified asphalt binder production, measurement of the viscosit

43、y of the original asphalt 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 eith

44、er a positive (mass gain) 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 temper

45、ature 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 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-val

46、ue requirement must be satisfied in both cases. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-2b M 332-7 AASHTO APPENDIX (Nonmandatory Information) X1. INDICATIONS OF ELASTIC RESPONSE X1.1. For an a

47、sphalt binder tested according to T 350, the percent recovery is intended to provide a means for determining the presence of elastic response and stress dependence of polymer modified and unmodified asphalt binders. Figure X1.1 may be used as an indicator of the presence of an elastomeric polymer. F

48、igure X1.1Nonrecoverable Creep Compliance Versus Percent Recovery X1.2. On the graph in Figure X1.1, plot the average percent recovery at 3.2 kPa, R3.2, versus the average nonrecoverable creep compliance at 3.2 kPa, Jnr3.2, measured at the same temperature. X1.3. If the plotted point falls on or abo

49、ve the line on the graph, the indication is that the asphalt binder is modified with an acceptable elastomeric polymer. If the plotted point falls below the line on the graph, the indication is that the asphalt binder is not modified with an elastomeric polymer. 1Formerly AASHTO Provisional Standard MP 19. First published as