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 mixture maximum specific gravity at
5.0 % asphalt binder content is 2.495. The
asphalt specific gravity is 1.030. Compute
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Estimate the mixture maximum specific
gravity at 6.0 % asphalt binder content.
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
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). 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_forward
- An 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_forwardQ3) 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 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
- 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_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_forwardQ1: Find the optimum binder (asphalt) content for the results of Marshall test for base layer as bellow and check the properties of the optimum mix: %AC Density (gm/cm³) %V.T.M %V.FB Stability (N) Flow (mm) 3.0 2.200 8 60 7600 2.5 3.5 2.219 7.2 66 8500 3 4.0 2.235 4.5 72 9000 3.3 4.5 2.225 3.5 78 8800 4.2 5 2.210 2 88 8200 4.5 Specification 3-6 70-85 Min. 5000 2-4arrow_forward
- The 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_forward9.25 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 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_forwardA sample of aggregate weighing of 3800g. 45.5% retaining on sieve No.4. and 48.5% it is retaining on sieve No 200. If bulk specific - gravities of coarse , fine and mineral filler aggregates are 2.59 , 2.66 , and 2.69 respectively, determine the optimum asphalt conten as a percentage of the total mix if results obtained using the Marshall method are shown in the table below. The specific gravity of the asphalt is 1.05. Given that the specifications required minimum Marshal Stability of ( 7kN ). Flow (2-4mm) and percent of air voids (3-5%). (Note: if the mix is not satisfy the requirement, please explain how to adjust it). Marsha test Weight of sample (gm) Asphalt content (%) Stability (kN) Flow (mm) In air In water 0.04 1260.4 716.3 6.25 2.9 0.045 1298.9 747.8 7.1 3.2 0.05 1127.7 652.9 7.9 3.8 0.055 1222.5 705.6 7.5 4.5 0.06 1182.6 679.8 5.9 6.05arrow_forward
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