Q2) The following results were obtained from testing a certain asphalt binder:RTFO aged PAVOriginalAsphaltagedasphaltasphaltDSRG° (kPa)8 (C)0.982.16000757060BBRS@ 60-sec (MPa) | 300M@ 60-sec4506500.60.50.4DTTFailure Strain (%) 2.5 %2 %1.2%Determine if the asphalt meets the Superpave specification requirements to resist the followingdistresses:(a) Rutting(b) Fatigue cracking(c) Low temperature cracking

After analyzing the test results, the following conclusions were made,

Q2) The following results were obtained from testing a certain asphalt binder: Original Asphalt RTFO aged PAV aged asphalt asphalt DSR G° (kPa) 8 (C) 0.98 2.1 6000 75 70 60 ВBR S@ 60-sec (MPa) | 300 м@ 60-sec DTT Failure Strain (%) 2.5 % 450 650 0.6 0.5 0.4 2% 1.2% Determine if the asphalt meets the Superpave specification requirements to resist the following distresses: (a) Rutting (b) Fatigue cracking (c) Low temperature cracking

Q2) The following results were obtained from testing a certain asphalt binder: Original Asphalt RTFO aged PAV aged asphalt asphalt DSR G° (kPa) 8 (C) 0.98 2.1 6000 75 70 60 ВBR S@ 60-sec (MPa) | 300 м@ 60-sec DTT Failure Strain (%) 2.5 % 450 650 0.6 0.5 0.4 2% 1.2% Determine if the asphalt meets the Superpave specification requirements to resist the following distresses: (a) Rutting (b) Fatigue cracking (c) Low temperature cracking

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Q3) You are required to determine if a certain asphalt can be graded as PG 58 - 28. What agingequipment and testing temperatures should use for the following tests? Explain the rational behind selecting the above testing temperatures.a) Dynamic Shear Rheometer for rutting analysis.b) Dynamic Shear Rheometer for fatigue cracking analysis.c) Bending Beam Rheometer for low temperature cracking analysis.d) Direct Tension Tester for low temperature cracking analysis.
Q4) Determine the PG grade of the asphalt whose results are shown in the table below? Show all calculations and comparisons with Superpave requirements. Test Results Original Properties Flash point temperature, °C 278 Viscosity @ 135 °C 0.490 Pa.s Dynamic shear Rheometer @ 82 °C @ 76 °C G* = 0.82 kPa, 8 = 68° G* = 1.00 kPa, 8 = 64° @ 70 °C G* = 1.80 kPa, 8 = 60° Rolling Thin Film Oven Aged Binder Mass loss, % 0.63 Dynamic shear Rheometer @ 82 °C @ 76 °C G* = 1.60 kPa, 8 = 65° G* = 2.20 kPa, ô = 62° @ 70 °C G* = 3.50 kPa, 8 = 58° Rolling Thin Film Oven and PAV Aged Binder Dynamic shear Rheometer @ 34 °C @ 31 °C @ 28 °C G* = 2500 kPa, 8 = 60° G* = 3700 kPa, 8 = 58° G* = 4850 kPa, 8 = 56° Bending Beam Rheometer @ -6 °C, 60-sec @ -12 °C, 60-sec @ -18 °C, 60-sec S = 255 MPa, m = 0.329 S = 290 MPa, m = 0.305 S = 318 MPa, m = 0.277
The Superpave volumetric procedure has been widely implemented, with success- ful results. However, the method lacks a strength test to verify the suitability of the Superpave mixes. Research completed in NCHRP Project 9-19 developed "simple performance tests" for asphalt concrete (Witczak et al., 2002), currently called the Asphalt Mixture Performance Tester, AMPT, Figure 9.34. The AMPT is not currently a requirement for Superpave mix design, but implementation studies are underway. In addition, the test method was designed to capture the material properties needed for the Mechanistic Empirical Pavement Design System, MEPDS. The equipment and associated protocols of the AMPT tests are designed to cap- ture the viscoelastic behavior of asphalt concrete. Tests based on measurement of dynamic modulus (for both of permanent deformation and fatigue cracking), flow time (permanent deformation), and flow number (permanent deformation) were selected for further field validation. The three…
9.14 As a materials engineer working for a highway department, what standard PG asphalt binder grade would you specify for each of the conditions shown in Table P9.14 (show all calculations and fill in the table)? Table P9.14 Seven-Day Pavement Maximum Minimum Pavement Temperature, °C Temperature, °C Recommended PG Grade 50% 98% Case Mean, °C Std. Dev., °C Mean, °C Std. Dev., °C Reliability Reliability 1 43 1.5 - 29 2.5 2 51 -18 4 3 62 2.5 10 2
the asphalt binder with Rostler Parameter value equal to 1.3 has more performance than asphalt binder with Rostler Parameter value equal to 1.1: true false
Choose standard PG asphalt binder grade for the following condition: (show your calculation) The seven-day maximum pavement temperature has a mean of 45°C and standard deviation of 4°C The minimum pavement temperature has a mean of -26C and a standard deviation of 2.0°C. a) At reliability of 84% b) At reliability of 98%.
CRITIC PATK o Na B: A coarse aggregate sample has been collected from a quarry to be used in a surface course asphalt mix, was tested in accordance to the Iraqi specification. The results are as shown below, is it comply with the specification and why? Test Property Percentage of wear, % Degree of crushing,% Flat and elongated pieces, % Soundness test with sodium sulfate, % Results 34 85 7 8
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Answer the question false or. true the asphalt binder with Rostler Parameter value equal to 1.3 has more performance than asphalt binder with Rostler Parameter value equal to 1.1
E Q2: Two types of asphalt cement (A and B) have been tested with different temperatures to indicate the kinematic viscosity and the table below presented the results. 1- Draw the viscosity vs temperature chart, 2- Indicate the raixing and compaction temperatures ranges for each type, 3- Which one is more susceptible to temperature change? 130 140 Temperature, C Kinematic viscosity, centistoke Type A Type B 600 800 420 500 150 300 290 160 220 180 Dis 170 D857
Determine the allowable number of repetitions N for an asphalt mix which has the design modulus of 3.2 x 10 kPa. The load induced tensile strain at the base of the asphalt beam specimen was 150με. Given, the percentage by volume of bitumen in the asphalt was 10.0, the laboratory to service life fatigue factor was 5, and the project had a desired reliability of 90%. Table 6.16: Suggested reliability factors (RF) for asphalt fatigue Desired project reliability 85% 90% 3.0 3.9 50% 1.0 80% 2.4 95% 6.0 97.5% 9.0
As a materials engineer working for a highway department, what standard PG asphalt binder grade would you specify for each of the conditions shown in Table P9.15 (show all calculations and fill in the table)? TABLE P9.15 Seven-Day Maximum Pavement Temperature Minimum Pavement Recommended Temperature PG Grade Standard Standard 50% 98% Case Mean, °C Deviation, °C Mean, °C Deviation, °C Reliability Reliability 1 39 -32 3.5 54 1.5 -17 2 3 69 2.5