AASHTO R 49-2009 Standard Practice for Determination of Low-Temperature Performance Grade (PG) of Asphalt Binders《测定沥青粘合剂的低温特性等级的标准实施规程》.pdf
《AASHTO R 49-2009 Standard Practice for Determination of Low-Temperature Performance Grade (PG) of Asphalt Binders《测定沥青粘合剂的低温特性等级的标准实施规程》.pdf》由会员分享,可在线阅读,更多相关《AASHTO R 49-2009 Standard Practice for Determination of Low-Temperature Performance Grade (PG) of Asphalt Binders《测定沥青粘合剂的低温特性等级的标准实施规程》.pdf(19页珍藏版)》请在麦多课文档分享上搜索。
1、Standard Practice for Determination of Low- Temperature Performance Grade (PG) of Asphalt Binders AASHTO Designation: R 49-09 (2013)1American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-2b R 49-1 AASHTO Standard Practic
2、e for Determination of Low-Temperature Performance Grade (PG) of Asphalt Binders AASHTO Designation: R 49-09 (2013)11. SCOPE 1.1. This standard practice covers the determination of low-temperature properties of asphalt binders using data from the bending beam rheometer (T 313) and the direct tension
3、 tester (T 314). This standard practice can be used on data from unaged material or from material aged using T 240 (RTFOT), R 28 (PAV), or T 240 (RTFOT) and R 28 (PAV). This standard practice can be used on data generated within the temperature range from +6 to 36C. 1.2. This standard practice is on
4、ly valid for data on materials that fall within the scope of suitability for both test methods T 313 and T 314. 1.3. This standard practice can be used to determine the following: 1.3.1. PG Grade Determination of an Asphalt BinderThe determination of a low-temperature grade or grades that are satisf
5、ied by an asphalt binder. The determination of the temperature corresponds to the specification parameter, Tcr, the critical cracking temperature. 1.3.2. Prequalification of an Asphalt BinderThe procedure required to qualify an asphalt binder for supply. 1.3.3. Verification of an Asphalt Binder Grad
6、eThe testing required to certify that a binder complies with an existing prequalified binder. 1.4. While this standard practice determines the critical cracking temperature for typical hot mix asphalt (HMA), the intent of this standard practice is grading of asphalt binder according to M 320, not pe
7、rformance prediction for asphalt pavement. This standard practice should not be used in lieu of T 322. 1.5. This standard practice may involve hazardous materials, operations, and equipment. This standard does not purport to address all of the safety concerns associated with its use. It is the respo
8、nsibility of the user of this procedure to establish appropriate safety and health practices and to determine the applicability of regulatory limitations prior to use. Note 1The algorithms contained in this standard require implementation by a person trained in the subject of numerical methods and v
9、iscoelasticity. However, due to the complexity of the calculations they must, of necessity, be performed on a computer. Software to perform the calculations may be written or purchased as a spreadsheet or as a stand-alone program.2 2015 by the American Association of State Highway and Transportation
10、 Officials.All rights reserved. Duplication is a violation of applicable law.TS-2b R 49-2 AASHTO 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 320, Performance-Graded Asphalt Binder R 28, Accelerated Aging of Asphalt Binder Using a Pressurized Aging Vessel (PAV) T 240, Effect of Heat and Air on a
11、 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 322, Determining the Creep Compliance and Streng
12、th of Hot Mix Asphalt (HMA) Using the Indirect Tensile Test Device 3. TERMINOLOGY 3.1. Definitions of Terms Specific to This Standard: 3.1.1. Arrhenius parameter (a1)the constant coefficient in the Arrhenius model for shift factors, ln(aT) = a1(1/T 1/Tref). 3.1.2. asphalt binderan asphalt-based ceme
13、nt that is produced from petroleum residue either with or without the addition of non-particulate organic modifiers. 3.1.3. coefficient of linear thermal expansion ()the fractional change in size in one dimension associated with a temperature increase of 1C. 3.1.4. conventional unmodified asphalt bi
14、ndersasphalt binders for which the following two conditions are satisfied: (1) The difference between the temperature at which S(60) = 300 MPa and m-value (60) = 0.300 is less than or equal to 2.0C. The S(60) and the m-value are determined using the T 313 BBR test; (2) The failure strength determine
15、d using T 314 must be within 3.77 0.77 MPa. 3.1.5. creep compliance D(T,t)the reciprocal of the stiffness of a material, 1/S(T,t), at temperature, T, and time, t. Creep compliance may also be expressed using reduced time, , as D(Tref, ). 3.1.6. critical cracking temperature (Tcr)the temperature, est
16、imated using this standard practice, at which the induced thermal stress in a material exceeds its fracture stress. The critical cracking temperature is a “single event cracking” limit prediction that does not include the effect of low-temperature thermal fatigue. 3.1.7. failure stress (f)the tensil
17、e stress value at the point of failure obtained from T 314. 3.1.8. glassy modulusthe modulus at which the binder exhibits glass-like behavior, assumed to be 3 109 Pa for this procedure. 3.1.9. induced thermal stress (th)the stress induced in a material by cooling it while it is restrained so that it
18、 cannot contract. 3.1.10. master curvea composite curve at a single reference temperature, Tref, which can be constructed by shifting, along the log time or log frequency axis, a series of overlapping modulus data curves at various test temperatures. The modulus data curve at the reference temperatu
19、re is not shifted. The shifted smooth curve is called the master curve at the reference temperature. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-2b R 49-3 AASHTO 3.1.11. pavement constant (C)an em
20、pirical, constant factor that serves as a damage transfer function to convert the thermal stresses calculated from laboratory data to the thermal stresses generated in the pavement. The damage transfer function is needed to account for the differences in the strain rates experienced by the distribut
21、ion of binder films in the pavement and the bulk strain rate used in the T 314 direct tension test (DDT). Critical cracking temperatures of conventional unmodified asphalt binders were used to determine the pavement constant, C. The value of the pavement constant, C, is the value that minimizes the
22、difference between the critical cracking temperature, Tcr, determined using the procedure described in this standard practice and the T 313 bending beam rheometer (BBR) test. The Tcrfrom the BBR test is determined as the higher value between the temperature where S(60) is 300 MPa and the temperature
23、 where the m-value at 60 s is 0.3. Using the above procedure, the value of the pavement constant was determined to be 18. The pavement constant of 18 is based on the most current pavement performance data available. The Federal Highway Administration (FHWA) and the Transportation Research Board (TRB
24、) Binder Expert Task Group (ETG) continue to collect and analyze field-performance data. 3.1.12. reduced time ()the computed loading time at the reference temperature, Tref, equivalent to actual loading at temperature T. The reduced time is determined by dividing actual loading time, t, at temperatu
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