Materials for Civil and Construction Engineers (4th Edition)
4th Edition
ISBN: 9780134320533
Author: Michael S. Mamlouk, John P. Zaniewski
Publisher: PEARSON
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Chapter 9, Problem 9.37QP
To determine
The optimum asphalt content using the Asphalt Institute design criteria.
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The Marshall method was used to design an asphalt concrete mixture. A PG 64-22 asphalt cement with a specific gravity (Gb) of 1.031 was used. The mixture contains a 9.5 mm nominal maximum particle size aggregate with a bulk specific gravity (Gsb) of 2.696. The theoretical maximum specific gravity of the mix (Gmm) at asphalt content of 5.0% is 2.470. Trial mixes were made with average results as shown in the following table:Determine the design asphalt content using the Asphalt Institute design criteria formedium traffic Table . Assume a design air void content of 4% when usingTable
Q1 (c) In a Marshall test, the percentage of asphalt binder by total weight of aggregate is 5.26%. The bulk specific gravity of aggregate (Gsb) = 2.455, the specific gravity of asphalt binder (Gb) = 1.020, and the density of water (yw) = 1.000 g/cm^3. If 1 m^3 of an asphalt concrete mixture will be produce that having 2000 g and the asphalt absorbed into the aggregate is 24 gram :
(i) Calculate asphalt content, effective asphalt content and asphalt absorption.
(ii) Calculate void in mineral aggregate and void filled with asphalt.
An aggregate blend is composed of 65% coarse aggregate by weight (SG 2.65), 30% fine aggregate (SG 2.70), and 5% filler (SG 2.75). The compacted specimen contains 6% asphalt binder (SG 105) by weight of total mix, and has a bulk densit of 2.255 Mg/m&3. Ignoring absorption.a. What is the percent voids fill with asphalt?b. What is the percent voids in mineral aggregates?c. What is the percent voids in total mix?
Chapter 9 Solutions
Materials for Civil and Construction Engineers (4th Edition)
Ch. 9 - Prob. 9.1QPCh. 9 - Prob. 9.2QPCh. 9 - Prob. 9.3QPCh. 9 - Prob. 9.4QPCh. 9 - Prob. 9.5QPCh. 9 - Prob. 9.6QPCh. 9 - Prob. 9.7QPCh. 9 - What are the engineering applications of each of...Ch. 9 - Prob. 9.9QPCh. 9 - Prob. 9.10QP
Ch. 9 - Prob. 9.11QPCh. 9 - Prob. 9.12QPCh. 9 - Prob. 9.13QPCh. 9 - Prob. 9.14QPCh. 9 - Prob. 9.15QPCh. 9 - Prob. 9.16QPCh. 9 - Prob. 9.17QPCh. 9 - Prob. 9.18QPCh. 9 - What are the objectives of the asphalt concrete...Ch. 9 - Prob. 9.20QPCh. 9 - Prob. 9.21QPCh. 9 - Prob. 9.22QPCh. 9 - Prob. 9.23QPCh. 9 - Prob. 9.24QPCh. 9 - Prob. 9.25QPCh. 9 - An asphalt concrete mixture includes 94% aggregate...Ch. 9 - Prob. 9.27QPCh. 9 - Prob. 9.28QPCh. 9 - Prob. 9.29QPCh. 9 - Prob. 9.30QPCh. 9 - Based on the data shown in Table P9.31, select the...Ch. 9 - Based on the data in Table P9.32, determine the...Ch. 9 - Given the data in Table P9.33, select the blend...Ch. 9 - The Marshall method of mix design has been widely...Ch. 9 - Prob. 9.35QPCh. 9 - Prob. 9.36QPCh. 9 - Prob. 9.37QPCh. 9 - Prob. 9.38QPCh. 9 - Prob. 9.39QPCh. 9 - Prob. 9.40QPCh. 9 - Prob. 9.41QPCh. 9 - Prob. 9.42QPCh. 9 - Prob. 9.43QPCh. 9 - What is the purpose of adding fly ash to asphalt...Ch. 9 - Prob. 9.45QPCh. 9 - Prob. 9.47QPCh. 9 - Prob. 9.48QP
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- Q2) The following results were obtained from testing a certain asphalt binder: RTFO aged PAV Original Asphalt aged asphalt asphalt DSR G° (kPa) 8 (C) 0.98 2.1 6000 75 70 60 BBR S@ 60-sec (MPa) | 300 M@ 60-sec 450 650 0.6 0.5 0.4 DTT Failure Strain (%) 2.5 % 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 crackingarrow_forward9.37 The Marshall procedure was used to design an asphalt concrete mixture for a heavy-traffic road. Asphalt cement with a specific gravity of 1.025 is to be used. The mixture contains a 19 mm nominal maximum particle size aggre- gate, with bulk specific gravity of 2.654. The theoretical maximum specific gravity of the mix is 2.480 at 4.5% asphalt content. Trial mixes were made, with the average results shown in Table P9.37. Determine the optimum asphalt content using the Asphalt Institute design criteria (see Table 9.14). Assume a design air void content of 4% when using Table 9.15. Table P9.37 Asphalt Content, % by Weight Bulk Specific Gravity Stability, kN Flow, 0.25 mm 3.5 2.367 8.2 7.3 4.0 2.371 8.6 9.4 4.5 2.389 7.5 11.5 5.0 2.410 7.2 12.5 5.5 2.422 6.9 13.2arrow_forwardIn a Marshall test, the percentage of asphalt binder by total weight of aggregate is 5.0%. The bulk specifc gravity of aggregate (G3)=2.624, the specifc gravity of asphalt binder (G)=1.000, and the density of water (Y)=1.000 g/cm³. If the absorbed asphalt (Pa) is 2.00% by total weight of aggregate, and the voids in total mixture (VTM) is 4.0%, determine the following properties: a. The effective asphalt content (Pbe) b. The bulk specifc gravity of the compacted mixture (Gmb) c. The voids in mineral aggregate (VMA) d. The theoretical maximum specifc gravity of the loose mixture (Gmm) e. The voids flled with asphalt (VFA) f. The effective specifc gravity of aggregate solids (G)arrow_forward
- Problem No: 20%) 1. In a Marshall test, the percentage of asphalt binder by total weight of aggregate is 5.3%. The bulk specific gravity of aggregate (G) -2.582, the specific gravity of asphalt binder (G)=1.000, and the density of water (7)=1.000 g/cm If the voids filled with asphalt (VFA) is 70.0% and the effective asphalt binder (P) is 4.0% by total weight of mixture, determine the following properties(10%); a. The absorbed asphalt binder (P). b. The bulk specific gravity of the compacted mixture (G) c. The voids in mineral aggregate (VMA) d. The voids in total mixture (VTM). e. The theoretical maximum specific gravity of the loose mixture (G). f. The effective specific gravity of the aggregate (G). atical specific gravity of asphalt pavement mixture necessary for Nation 91% and Marshall Densityarrow_forwardI need the answer as soon as possiblearrow_forwardAs part of mix design, a laboratory-compacted cylindrical asphalt specimen is weighed for determination of bulk-specific gravity. The following numbers are obtained:Dry mass in air = 1264.7 gramsMass when submerged in water = 723.9 gMass of saturated surface dry (SSD) = 1271.9 ga. What is the bulk-specific gravity of the compacted specimen (Gmb)?b. If the maximum theoretical specific gravity of the specimen (Gmm) is 2.531, what would be the air void content of the specimen in percent?arrow_forward
- 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.arrow_forwardThe following results were obtained for an asphalt binder. Determine if the binder meets the Superpave specifications for the following. Justify your answer. a) Rutting; b) Fatigue cracking and c) Low-Temp. crackingarrow_forwardThe mixture maximum specific gravity at 5.0 % asphalt binder content is 2.495. The asphalt specific gravity is 1.030. Compute the aggregate effective specific gravity. Estimate the mixture maximum specific gravity at 6.0 % asphalt binder content.arrow_forward
- 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 = 0.277arrow_forwardI need answer within 20 minutes please please with my best wishesarrow_forwardProblem #1 The following figure shows the results from the dynamic modulus test for asphalt mixtures. The specimen is 4" in diameter and 6" in height. The gauge length for the axial LVDT is 4". Time lag is 0.25s. Find |E*I, and phase angle . Axial force(lbf) 65 60 40 20 0 -20 -40 -65 0 Dynamic modulus test result (gauge length = 4") 0.5 Time (second) 1 0.0010 0.0009 0.0006 0.0003 0 force (lbf) disp (in.) -0.0003 -0.0006 -0.0009 -0.0010 1.5 Axial displacement(in) 4"arrow_forward
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