AASHTO M 320-2016 Standard Specification for Performance-Graded Asphalt Binder.pdf

1、Standard Specification for Performance-Graded Asphalt Binder AASHTO Designation: M 320-16 Release: Group 3 (August 2016) American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-2b M 320-1 AASHTO Standard Specification for

2、Performance-Graded Asphalt Binder AASHTO Designation: M 320-16 Release: Group 3 (August 2016) 1. SCOPE 1.1. This specification covers asphalt binders graded by performance. Grading designations are related to the average seven-day maximum pavement design temperature and the minimum pavement design t

3、emperature. This specification contains Table 1 and Table 2. If no table is specified, the default is Table 1. 1.2. Table 2 incorporates R 49 for determining the critical low cracking temperature using a combination of T 313 and T 314 test procedures. Note 1For asphalt cements graded by viscosity at

4、 60C, see M 226. Note 2R 29 provides information for determining the performance grade of an asphalt binder. Note 3For specifying performance-graded asphalt binder using Multiple Stress Creep Recovery (MSCR), see M 332. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 226, Viscosity-Graded Asphalt C

5、ement M 323, Superpave Volumetric Mix Design M 332, Performance-Graded Asphalt Binder Using Multiple Stress Creep Recovery (MSCR) Test R 28, Accelerated Aging of Asphalt Binder Using a Pressurized Aging Vessel (PAV) R 29, Grading or Verifying the Performance Grade (PG) of an Asphalt Binder R 35, Sup

6、erpave Volumetric Design for Asphalt Mixtures R 49, Determination of Low-Temperature Performance Grade (PG) of Asphalt Binders 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

7、 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 U

8、sing a Dynamic Shear Rheometer (DSR) T 316, Viscosity Determination of Asphalt Binder Using Rotational Viscometer 2016 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-2b M 320-2 AASHTO 2.2. ASTM Standards

9、: D8, Standard Terminology Relating to Materials for Roads and Pavements D95, Standard Test Method for Water in Petroleum Products and Bituminous Materials by Distillation D5546, Standard Test Method for Solubility of Asphalt Binders in Toluene by Centrifuge 3. TERMINOLOGY 3.1. Definitions: 3.1.1. D

10、efinitions 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 addition of nonparticulate organic modifiers. 4. ORDERING INFORMATION 4.1. When ordering under this specification,

11、include in the purchase order the performance grade (PG) of asphalt binder required and the table used (e.g., (1) M 320, PG 52-16, Table 1, or (2) M 320, PG 64-34, Table 2). If no table is specified, the default is Table 1. 4.2. Asphalt binder grades may be selected by following the procedures descr

12、ibed in M 323 and R 35. 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 organic material of suitable manufacture that is used in virgin or recycled conditio

13、n 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 175C. 5.4. The asphalt binder shall be at least 99.0 percent soluble as determined b

14、y T 44 or ASTM D5546. 5.5. This specification is not applicable for asphalt binders in which fibers or other discrete particles are larger than 250 m in size. 5.6. The grades of asphalt binder shall conform to the requirements given in Table 1 or Table 2. 6. SAMPLING 6.1. The material shall be sampl

15、ed in accordance with R 66. 2016 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.TS-2b M 320-3 AASHTO 7. TEST METHODS 7.1. The properties outlined in Sections 5.3, 5.4, and 5.6 shall be determined in accorda

16、nce with R 28, T 44 or ASTM D5546, T 48, ASTM D95, T 240, T 313, T 314, T 315, and T 316. 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 made part of the purchase contract. The

17、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

18、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; performance specifications; pressure aging; rheology. 2016 by the American Association of State Highway and Transportation Offi

19、cials. All rights reserved. Duplication is a violation of applicable law.Table 1Performance-Graded Asphalt Binder Specification Performance Grade PG 46 PG 52 PG 58 PG 64 34 40 46 10 16 22 28 34 40 46 16 22 28 34 40 10 16 22 28 34 40 Average 7-day max pavement design temp, Ca34 40 46 10 16 22 28 34 4

20、0 46 16 22 28 34 40 10 16 22 28 34 40 Original Binder Flash point temp, T 48, min C 230 Viscosity, T 316:bmax 3 Pas, test temp, C 135 Dynamic shear, T 315:cG*/sin,dmin 1.00 kPa test temp 10 rad/s, C 46 52 58 64 Rolling Thin-Film Oven Residue (T 240) Mass change,emax, percent 1.00 Dynamic shear, T 31

21、5: G*/sin,dmin 2.20 kPa test temp 10 rad/s, C 46 52 58 64 Pressurized Aging Vessel Residue (R 28) PAV aging temperature, Cf90 (100, 110) 90 (100, 110) 100 (110) 100 (110) Dynamic shear, T 315: G* sin,dmax 5000 kPa test temp 10 rad/s, C 10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 Cree

22、p stiffness, T 313:g 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 0 6 12 18 24 30 Direct tension, T 314:gFailure 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 0 6 12 18 24 30 aPavement temperatures are estimated fr

23、om 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. bThis requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt bind

24、er can be adequately pumped and mixed at temperatures that meet all applicable safety standards. cFor 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 temperatur

25、es where the asphalt is a Newtonian fluid. dG*/sin = high temperature stiffness and G* sin = intermediate temperature stiffness. eThe mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. f The PAV aging temperature is based on anticipated cl

26、imatic conditions and is one of three temperatures, 90C for climates requiring PG 52-xx and below, 100C for climates requiring PG 58-xx to PG 70-xx, or 110C for climates requiring PG 76-xx and above. Normally the PAV aging temperature is specified based on the PG grade. However, when the binder is b

27、eing used in a different climate due to grade bumping or need for softer binder due to blending, the PAV aging temperature may be specified as 100C when used in climates requiring PG 58-xx to PG 70-xx, or 110C when used in climates requiring PG 76-xx and above. g If the creep stiffness is below 300

28、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 next page. TS-2bM 320-4AASHTO 2

29、016 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.Table 1Performance-Graded Asphalt Binder Specification (Continued) Performance Grade PG 70 PG 76 PG 82 10 16 22 28 34 40 10 16 22 28 34 10 16 22 28 34 Aver

30、age 7-day max pavement design temperature, Ca10 16 22 28 34 40 10 16 22 28 34 10 16 22 28 34 Original Binder Flash point temp, T 48, min C 230 Viscosity, T 316:bmax 3 Pas, test temp, C 135 Dynamic shear, T 315:cG*/sin ,dmin 1.00 kPa test temp 10 rad/s, C 70 76 82 Rolling Thin-Film Oven Residue (T 24

31、0) Mass change,emax, percent 1.00 Dynamic shear, T 315: G*/sin ,dmin 2.20 kPa test temp 10 rad/s, C 70 76 82 Pressurized Aging Vessel Residue (R 28) PAV aging temperature, Cf100 (110) 110 (100) 110 (100) Dynamic shear, T 315: G* sin ,dmax 5000 kPa test temp 10 rad/s, C 34 31 28 25 22 19 37 34 31 28

32、25 40 37 34 31 28 Creep stiffness, T 313:gS, max 300 MPa m-value, min 0.300 test temp 60 s, C 0 6 12 18 24 30 0 6 12 18 24 0 6 12 18 24 Direct tension, T 314:gFailure strain, min 1.0% test temp 1.0 mm/min, C 0 6 12 18 24 30 0 6 12 18 24 0 6 12 18 24 aPavement temperatures are estimated from air temp

33、eratures 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. bThis requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be a

34、dequately pumped and mixed at temperatures that meet all applicable safety standards. cFor 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 th

35、e asphalt is a Newtonian fluid. dG*/sin = high temperature stiffness and G* sin = intermediate temperature stiffness. eThe mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. f The PAV aging temperature is based on anticipated climatic cond

36、itions and is one of three temperatures, 90C for climates requiring PG 52-xx and below, 100C for climates requiring PG 58-xx to PG 70-xx, or 110C for climates requiring PG 76-xx and above. Normally the PAV aging temperature is specified based on the PG grade. However, when the binder is being used i

37、n a different climate due to grade bumping or need for softer binder due to blending, the PAV aging temperature may be specified as 100C when used in climates requiring PG 58-xx to PG 70-xx, or 110C when used in climates requiring PG 76-xx and above. gIf the creep stiffness is below 300 MPa, the dir

38、ect 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 next page. TS-2bM 320-5AASHTO 2016 by the A

39、merican Association of State Highway and Transportation Officials. All rights reserved. Duplication is a violation of applicable law.Table 2Performance-Graded Asphalt Binder Specification Using Critical Cracking Temperature Performance Grade PG 46 PG 52 PG 58 PG 64 34 40 46 10 16 22 28 34 40 46 16 2

40、2 28 34 40 10 16 22 28 34 40 Average 7-day max pavement design temperature, Ca34 40 46 10 16 22 28 34 40 46 16 22 28 34 40 10 16 22 28 34 40 Original Binder Flash point temp, T 48, min C 230 Viscosity, T 316:bmax 3 Pas, test temp, C 135 Dynamic shear, T 315:cG*/sind, min 1.00 kPa test temp 10 rad/s,

41、 C 46 52 58 64 Rolling Thin-Film Oven Residue (T 240) Mass change,emax, percent 1.00 Dynamic shear, T 315: G*/sind, min 2.20 kPa test temp 10 rad/s, C 46 52 58 64 Pressurized Aging Vessel Residue (R 28) PAV aging temperature, Cf90 (100, 110) 90 (100, 110) 100 (110) 100 (110) Dynamic shear, T 315: G*

42、 sind, max 5000 kPa test temp 10 rad/s, C 10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 Critical low cracking temp, R 49:g Critical cracking temp determined by R 49, test temp, C 24 30 36 0 6 12 18 24 30 36 6 12 18 24 30 0 6 12 18 24 30 aPavement temperatures are estimated from air tem

43、peratures 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. bThis requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be

44、adequately pumped and mixed at temperatures that meet all applicable safety standards. cFor 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 t

45、he asphalt is a Newtonian fluid. dG*/sin = high temperature stiffness and G* sin = intermediate temperature stiffness. eThe mass change shall be less than 1.00 percent for either a positive (mass gain) or a negative (mass loss) change. fThe PAV aging temperature is based on anticipated climatic cond

46、itions and is one of three temperatures, 90C for climates requiring PG 52-xx and below, 100C for climates requiring PG 58-xx to PG 70-xx, or 110C for climates requiring PG 76-xx and above. Normally the PAV aging temperature is specified based on the PG grade. However, when the binder is being used i

47、n a different climate due to grade bumping or need for softer binder due to blending, the PAV aging temperature may be specified as 100C when used in climates requiring PG 58-xx to PG 70-xx, or 110C when used in climates requiring PG 76-xx and above g For verification of grade, at a minimum perform

48、T 313 at the test temperature and at the test temperature minus 6C and T 314 at the test temperature. Testing at additional temperatures for T 313 may be necessary if 300 MPa is not bracketed at the initial two test temperatures. Compare the failure stress from T 314 to the calculated induced therma

49、l stress as per R 49. If the failure stress exceeds the induced thermal stress, the asphalt binder is deemed a “PASS” at the specification temperature. Continued on next page. TS-2bM 320-6AASHTO 2016 by the American Association of State Highway and Transportation Officials. All rights reserved. Duplication is a vi