AASHTO M 320-2010 Standard Specification for Performance-Graded Asphalt Binder.pdf

1、 TS-2b M 320-1 AASHTO Standard Specification for Performance-Graded Asphalt Binder AASHTO Designation: M 320-10 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

2、 pavement design temperature. 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 grad

3、ed by viscosity at 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 MP 19. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 226, Viscosit

4、y-Graded Asphalt Cement M 323, Superpave Volumetric Mix Design MP 19, 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 Asphal

5、t Binder R 35, Superpave Volumetric Design for Hot Mix Asphalt (HMA) R 49, Determination of Low-Temperature Performance Grade (PG) of Asphalt Binders T 40, Sampling Bituminous Materials T 44, Solubility of Bituminous Materials T 48, Flash and Fire Points by Cleveland Open Cup T 240, Effect of Heat a

6、nd 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 Prop

7、erties of Asphalt Binder Using a Dynamic Shear Rheometer (DSR) T 316, Viscosity Determination of Asphalt Binder Using Rotational Viscometer 2013 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 A

8、ASHTO 2.2. ASTM Standards: D 8, Standard Terminology Relating to Materials for Roads and Pavements D 95, Standard Test Method for Water in Petroleum Products and Bituminous Materials by Distillation D 5546, Standard Test Method for Solubility of Asphalt Binders in Toluene by Centrifuge 3. TERMINOLOG

9、Y 3.1. Definitions: 3.1.1. Definitions for many terms common to asphalt binder are found in ASTM D 8. 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 orderi

10、ng under this specification, 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 f

11、ollowing the procedures described 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 i

12、n 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 175C. 5.4. The asphalt binder shall be at least 99.0 pe

13、rcent soluble as determined by T 44 or ASTM D 5546. 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.

14、1. The material shall be sampled in accordance with T 40. 2013 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 s

15、hall be determined in accordance with R 28, T 44 or ASTM D 5546, T 48, ASTM D 95, 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 upon between the purchaser and the seller. Specific requirements shall be made pa

16、rt 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 conform

17、ity is performed as indicated in the purchase order or as otherwise agreed upon between the purchaser and the seller. 10. KEYWORDS 10.1. Asphalt binder; asphalt cement; direct tension; flash point; modifier; performance specifications; pressure aging; rheology. 2013 by the American Association of St

18、ate Highway and Transportation Officials.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

19、 temp, Ca 34 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*/sin,dmin 1.00 kPa test temp 10 rad/s, C 46 52 58 64 Rolling Thin-Film Oven Residue (T 240) Mass change,ema

20、x, percent 1.00 Dynamic shear, T 315: 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 90 100 100 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 Cre

21、ep 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 f

22、rom 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 bin

23、der 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 temperatu

24、res 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 simulated cli

25、matic 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. g If the creep stiffness is below 300 MPa, the direct tens

26、ion 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-2bM320-4AASHTO 2013 by the American Association of State High

27、way 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 Average 7-day max pavement design temperature, Ca

28、10 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 240) Mass change,emax, percent 1.00 Dynamic she

29、ar, 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) 100 (110) 100 (110) 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 25 40 37 34 31 28 Creep stiffness, T 313:gS,

30、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 temperatures using an algorithm contained in the

31、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 adequately pumped and mixed at temperatures th

32、at 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 the asphalt is a Newtonian fluid. dG*/sin = hig

33、h 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 simulated climatic conditions and is one of three temperatures, 90C, 1

34、00C, 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. gIf the creep stiffness is below 300 MPa, the direct tension test is not required. If the creep stiffness is betwee

35、n 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-2bM320-5AASHTO 2013 by the American Association of State Highway and Transportation Officials.All rights reserved. Dupl

36、ication is a violation of applicable law.Table 2Performance-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 temperature, Ca34 40 46 10 16 22 28 34 40 46 16 22 28 34 40 10 16

37、 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, 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

38、 test temp 10 rad/s, C 46 52 58 64 Pressurized Aging Vessel Residue (R 28) PAV aging temperature, Cf90 90 100 100 Dynamic shear, T 315: G* 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 de

39、termined 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 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

40、 R 35. bThis 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. cFor quality control of unmodified asphalt binder production, measurement o

41、f 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. dG*/sin = high temperature stiffness and G* sin = intermediate temperature stiffness. eThe mass change shall be less than 1.00 pe

42、rcent for either a positive (mass gain) or a negative (mass loss) change. fThe 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

43、 aging temperature for PG 70-xx and above may be specified as 110C. g For verification of grade, at a minimum perform 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

44、bracketed at the initial two test temperatures. Compare the failure stress from T 314 to the calculated induced thermal 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. TS-2bM320-6AASHTO 2013 by the

45、American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.Table 2Performance-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 Average 7-day ma

46、x 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*/sind, min 1.00 kPa test temp 10 rad/s, C 70 76 82 Rolling Thin-Film Oven Residue (T 240) Mass chan

47、ge,emax, percent 1.00 Dynamic shear, T 315: G*/sind, min 2.20 kPa test temp 10 rad/s, C 70 76 82 Pressurized Aging Vessel Residue (R 28) PAV aging temperature, Cf100 (110) 100 (110) 100 (110) Dynamic shear, T 315: G* sind, max 5000 kPa test temp 10 rad/s, C 34 31 28 25 22 19 37 34 31 28 25 40 37 34

48、31 28 Critical low cracking temp, R 49:g Critical cracking temp determined by R 49, test temp, C 0 6 12 18 24 30 0 6 12 18 24 0 6 12 18 24 aPavement 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. bThis 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 tempe