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 9.36QP
To determine
The optimum asphalt content using the Asphalt Institute design criteria.
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An asphalt concrete mixture is to be designed according to the Marshall procedure. A PG 64-22 asphalt cement with a specific gravity (Gb) of 1.00 is to be used. A dense aggregate blend is to be used, with a maximum aggregate size of 3/4 in. and a bulk specific gravity (Gsb) of 2.786. The theoretical maximum specific gravity of the mix (Gmm), at asphalt content of 4.5%, is 2.490. Trial mixes were made with average results as shown in Table . Using a spreadsheetprogram, plot the appropriate six graphs necessary for the Marshall procedure and select the optimum asphalt content, using the Asphalt Institute design criteria for medium traffic(see Table . Assume a design air void content of 4% when using Table
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
The 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.
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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- Given the specifications for an asphaltic concrete mixture and the results of a sieve analysis, determine the proportion of different aggregates to obtain the required gradation. Coarse aggregates: 60% Fine aggregates: 35% Filler: 5%arrow_forwardAn 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?arrow_forwardAn aggregate blend is composed of 59% coarse aggregate by weight (Sp. Gr.2.635), 36% fine aggregate (Sp. Gr. 2.710), and 5% filler (Sp. Gr. 2.748). Thecompacted specimen contains 6% asphalt binder (Sp. Gr. 1.088) by weight oftotal mix and has a bulk density of 2305 kg/m3. Ignoring absorption, compute the percent voids in total mix, percent voids in mineral aggregate, and the percent voids filled with asphalt.arrow_forward
- An aggregate blend is composed of 59% coarse aggregate by weight (Sp. Gr.2.635), 36% fine aggregate (Sp. Gr. 2.710), and 5% filler (Sp. Gr. 2.748). The compacted specimen contains 6% asphalt binder (Sp. Gr. 1.088) by weight of total mix and has a bulk density of 143.9 lb/ft3 Ignoring absorption, compute the percent voids in total mix, percent voids in mineral aggregate, and the percent voids filled with asphalt.arrow_forwardAn aggregate blend for an asphalt concrete mixture has the following composition by weight: Coarse aggregate Fine aggregate 65% Specific (bulk) gravity of coarse agg. 35% Specific (bulk) gravity of fine agg. = 2.70 = 2.65 This aggregate blend was mixed with asphalt cement (G, =1.03) at an asphalt content of 5.5% by weight of mixture (ignore absorbed asphalt). A volumetric analysis was conducted and it was determined that the %VMA for the mix was 15.5%. Determine Gmb Of the mixture.arrow_forwardThe 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…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 Marshall method was used to design an asphalt concrete mixture. A PG 64-22 asphalt cement with a specific gravity (Gp) of 1.031 was used. The mixture contains a 9.5 mm nominal maximum particle size aggregate with a bulk specific gravity (Gab) of 2.696. The theoretical maximum specific gravity of the mix (Gmm) at asphalt con- tent of 5.0% is 2.470. Trial mixes were made with average results as shown in the following table: Asphalt Content (P.) (% by Weight of Mix) Bulk Specific Gravity (Gmb) Corrected Stability (kN) Flow (0.25 mm) 4.0 2.360 6.3 4.5 2.378 6.7 10 5.0 2.395 5.4 12 5.5 2.405 5.1 15 6.0 2.415 4.7 22 Determine the design asphalt content using the Asphalt Institute design criteria for medium traffic (Table 9.15). Assume a design air void content of 4% when using Table 9.16.arrow_forwardShow clear solutionarrow_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_forwardFor 19.0mm nominal maximum size mixture, the Combined Gsb for blend1 =2.699, blend 2 = 2.697, blend 3 = 2.701 respectively, and the Combined Gsa 2.768, 2.769, and 2.767 for blends 1,2, and 3 respectively. Find the initial asphalt binder content. Assume percent of binder= 0.05, percent of aggregate =0.95, specific gravity of binder = 1.02, and volume of air voids =0.04arrow_forwardThe mix design for an asphalt concrete mixture requires 2 to 6% minus 0.075 mm. The three aggregates shown in Table P.5.34 are available. TABLE P5.34 Minus 0.075 mm Coarse 0.5% Intermediate 1.5% Fine Aggregate 11.5% Considering that approximately equal amounts of coarse and intermediate aggregate will be used in the mix, what is the percentage of fine aggregate that will give a resulting minus 0.075 mm in the mixture in the middle of the range, about 4%?arrow_forward
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