5.29 Table P5.29 shows the grain size distribution for two aggregates and the specifi-cation limits for an asphalt concrete. Determine the blend proportion requiredto meet the specification and the gradations of the blend. On a semilog grada-tion graph, plot the gradations of aggregate A, aggregate B, the selected blend,and the specification limits.TABLE P5.29Percent PassingSieve Size, mm12.59.54.752.360.600.300.150.07519Specificationlimits10080-100 70-90 50-70 35-5018-2913-238-164-10Aggregate A1008555200.Aggregate B100100100856745321911

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Answered: plot the gradations of aggregate A,…

Engineering

Civil Engineering

plot the gradations of aggregate A, aggregate B, the se cification limits.

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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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%?
9.31 Based on the data shown in Table P9.31, select the blend for a Superpave design aggregate structure. Assume <0.3 million ESAL and 19 mm nominal maximum aggregate size. Table P9.31 Blend Data 1 2 3 2.451 2.465 2.467 Gmb Gmm Gp P P3 Pd Gsb Hini Hdes 2.585 2.654 2.584 1.030 1.030 1.030 5.9 5.5 5.8 94.1 94.5 94.2 4.5 4.5 4.5 2.657 2.667 2.705 127 135 124 113 114 118
Q2 (a) A specific gravity test was performed on a sample of fine aggregate and produced the following results: Mass of sand (saturated surface dry) = 520g Mass of sand (oven dry) = 510g Mass of pycnometer with full of water = 1550g Mass of pycnometer with sand and water = 1900g i. Calculate the apparent specific gravity of the fine aggregate. ii. Calculate the gross apparent specific gravity of fine aggregate.
A sieve analysis test was performed on a sample of coarse aggregate and pro- duced the results in Table P5.22. a. Calculate the percent passing through each sieve. b. What is the maximum size? c. What is the nominal maximum size? d. Plot the percent passing versus sieve size on a semilog gradation chart. e. Plot the percent passing versus sieve size on a 0.45 gradation chart (Figure A.25). f. Referring to Table 5.5 (ASTM C33), what is the closest size number and does it meet the gradation for that standard size? TABLE P5.22 Sieve Size, mm Amount Retained, g 75.0 50.0 37.5 1678 25.0 7212 19.0 5443 12.5 6124 9.5 12111 4.75 4581 Pan 590
Three samples of aggregates were taken weighed in moist and dry condition. Moist Dry Unit Absorption Volume (m3) Unit Aggregate Wt. Wt. (%) (kN/m3) (kN/m3) Sample 1 23.425 20.018 5.14 0.366 Sample 2 22.7 18.757 3.87 0.695 Sample 3 20.292 18.387 2.62 0.237 Where; Unit weight of water = 9.81 kN/m3 %3D Determine the average free moisture content of the three samples.
Three samples of aggregates were taken weighed in moist and dry condition. Moist Dry Unit Unit Absorption Volume Aggregate Wt. Wt. (%) (m³) (kN/m) (kN/m³) Sample 1 23.425 20.018 5.14 0.366 Sample 2 22.7 18.757 3.87 0.695 Sample 3 20.292 18.387 2.62 0.237 Where; Unit weight of water = 9.81 kN/m3 Determine the average free moisture content of the three samples.
Max specific gravity of mixture = 2.48 and following details are given. Bulk specific gravity aggregates in the mix and asphalt absorbed (%) are respectively, Material Specific gravity Mix Composition Asphalt Cement 1.02 6.40 Coarse Aggregate 2.51 52.35 Fine Aggregate 2.74 33.45 Mineral filler 2.69 7.80 2.603 and 3.10 2.538 and 2.60 2.603 and 2.08 2.538 and 3.20
9.25 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.
5.22 A sieve analysis test was performed on a sample of coarse aggregate and pro- duced the results in Table P5.22. a. Calculate the percent passing through each sieve. b. What is the maximum size? c. What is the nominal maximum size? d. Plot the percent passing versus sieve size on a semilog gradation chart. TABLE P5.22 e. Plot the percent passing versus sieve size on a 0.45 gradation chart (Figure A.25). f. Referring to Table 5.5 (ASTM C33), what is the closest size number and does it meet the gradation for that standard size? Sieve Size 3 in. 2 in. Questions and Problems 1-1/2 in. 1 in. 3/4 in. 1/2 in. 3/8 in. No. 4 Pan Amount Retained, lb 219 0 0 3.7 15.9 12.0 13.5 26.7 10.1 1.3
2. A sample of fine aggregate weighs 501.2 g when SSD and 491.6 g when OD. The flask weighs 540.6 g when filled with water and 843.1 g when filled with the aggregate sample and water. Calculate the bulk specific gravity, apparent specific gravity and percent absorption.
CapsL 8 A Determine the range of final gradation of selected aggregates to prepare the job mix formula for binder course of a mixing plant according to data indicated in table below? Use the following tolerances: ± 6 % for 4.75 mm and above aggregate sizes, ± 4% for 2.36 and 0.30 mm aggregate sizes, and ± 2 % for 0.075 mm aggregate size. Note: use first try with 30%, 35%, 30% and 5% for groups A, B, C and D, respectively. Sieve Size 25 19 12.5 9.5 4.75 2.36 0.3 0.075 A (30%) Coarse Aggregate 100 99 56 31 4 0 0 0 % Passing B (35%) Natural Sand 100 100 100 100 100 89 15 4.2 C (30%) Crushed Sand 100 100 100 100 92 56 9 5 D (5%) Filler 100 100 100 100 100 100 97 88 Specification 100 90-100 76-90 56-80 35-65 23-49 5 19 39 Job Mix Formula Job Mix Formula Limitation 13.6
9.37 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 13.2