Q5: For the particle size distribution curve in the figure below, determine the following: 1- The percentage of Gravel(G), Sand(S), Silt (M), and Clay (C) of soil A, B, and C 2- Determine the uniformity coefficient Cu, and the coefficient of gradation Cc of soil A Cley C. 2:420 C.002 Panicle Oameter (mm)

Q5: For the particle size distribution curve in the figure below, determine the following: 1- The percentage of Gravel(G), Sand(S), Silt (M), and Clay (C) of soil A, B, and C 2- Determine the uniformity coefficient Cu, and the coefficient of gradation Cc of soil A Cley C. 2:420 C.002 Panicle Oameter (mm)

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter2: Geotechnical Properties Of Soil

Section: Chapter Questions

Problem 2.23P

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1. From the given soil samples below, (a) compute the effective size, uniformity coefficient, and coefficient of gradation (b) Determine the percent of gravel, sand, silt and clay of soil A using AASHTO Sieve size. 0.425 0.033 0.018 0.01 0.0062 0.0035 0.0018 0.001 Soil A Passing Finer (%) 100 90 80 70 60 50 40 35
a. determine the effective size D10 b. determine the coefficient of curvature A sample of dry coarse-grained material was taken through a layer of sieves and the following results were obtained. Make the necessary calculations and draw the particle distribution curve. Mass of soil Sieve No. Opening (mm) retained (g) 4 4.75 10 2.00 40 20 0.85 60 40 0.425 89 60 0.250 140 80 0.180 122 100 0.150 210 200 0.075 56 Pan 12
Plot sieve size (x-axis) against % finer. Calculate for D60mm, D30mm and D10mm. Find the percentage of gravel, sand and fines. Find the CU (Coefficient of uniformity) and CC (coefficient of curvature). How does the particle size distribution of granular materials affect the properties of soil such as bulk density, permeability, and physical stability? Note the following: = D60/D10 and CC= D302 /D60 ×D10 See attached picture for information
II. The grain size curve for soil sample is shown. 100 90 80 70 60 50 40 30 20 10 0 10 4. 5. 6. 1 Particle Size, mm. What is the effective grain size of the soil? What is the value of D60? 0.1 What is the value of the Coefficient of Gradation? 7. What is the value of the Coefficient of Uniformity? 8. What is the value of the Sorting Coefficient? Percent Finer, % 0.01
5. The following information is obtained from a sieve analysis to determine the range of particle sizes in a granular soil sample. Sieve Size Sieve Opening (4.76) Percent Finer#4 4.76 96#10 2.00 80#20 0.84 51#40 0.42 38#60 0.25 25#100 0.149 12#200 0.074 5 Present the information as grain-size curve on semi-logarithmic coordinates of percent finer against particle size diameter. From the plot, determine the uniformity coefficient Cu.
5. The following information is obtained from a sieve analysis to determine the range of particle sizes in a granular soil sample. Sieve Size Sieve Opening (4.76) Percent Finer # 4 4.76 96 #10 2.00 80 #20 0.84 51 # 40 0.42 38 #60 0.25 25 #100 0.149 12 #200 0.074 Present the information as grain-size curve on semi-logarithmic coordinates of percent finer against particle size diameter. From the plot, determine the uniformity coefficient Cu.
Q3- A sieve analysis on soil sample showed the following results; |Size, mm | 12 4.75 2.00 0.84 0.42 0.25 0.15 0.075 0.001 % finer 100 63 37 49 | 31 25 14 10 | 4 Plot the gradation curve and determine the weight of the gravel, sand, silt and clay if the total weight of the investigated soil mass is (1.3xN) kN. Show the plot and all calculation clearly. (N = 16 )
(b) Classification tests for the determination of the particle size distribution of a soil produced the following results: Particle Size % finer (mm) 99 2.36 80 1.3 63 0.6 33 0.2 10 0.075 3 0.02 Then using cone penetrometer for Liquid Limit test, the results were recorded as follows. Cone penetration 15.9 17.7 19.1 20.3 22.5 (mm) Water 32.6 42.9 51.6 59.8 66.2 content (%) While the plastic limit test conducted for the same soil recorded as below:- Test No. 1 2 3 Wet soil 10.01 11.23 9.72 Dry soil 8.02 9.01 7.72 SKAA 1713 4 i) Plot the grain size distribution curve on the log graph that has been provided (Figure 2b). Calculate the uniformity coefficient, Cu and the coefficient of gradation, C, for the soil sample. Determine the plastic limit, the liquid limit and the plasticity index of the soil. Plot the graph to help you obtain the results (if necessary). ii) iii)
The total volume of a soil specimen is 80,000 mm^3 and has a mass of 152 g. the dry mass of the specimen is 122g, and the density of the soil is 2.65 Mg/m^3. Compute the following index properties: (a) e; (b) n; (c) S; (d) ρt; and (e) ρd. Include phase diagrams.
The grain-size characteristics of soil re given in the following table. Use Table 2.3 for the analysis. Size (mm) Percent finer 0.425 100 0.1 79 0.04 57 0.02 48 0.01 40 0.002 35 0.001 33 Table 2.3 Particle-Size Classifications Grain size (mm) Name of organization Gravel Sand Silt Clay Massachusetts Institute of Technology (MIT) >2 2 to 0.06 0.06 to 0.002 2 <0.002 76.2 to 2 2 to 0.075 0.075 to 0.002 <0.002 Fines (i.e., silts and clays) <0.075 76.2 to 4.75 4.75 to 0.075 Note: Sieve openings of 4.75 mm are found on a U.S. No. 4 sieve; 2-mm openings on a U.S. No. 10 sieve; 0.075-mm openings on a U.S. No. 200 sieve. See Table 2.5. i.) What is the percentages of gravel, sand, silt and clay according to the MIT system. a.) Gravel – 0%; Sand – 38%; Silt – 30%; Clay – 35% b.) Gravel – 0%; Sand – 37%; Silt – 30%; Clay – 35% c.) Gravel – 0%; Sand – 36%; Silt – 30%; Clay – 35% d.) Gravel – 0%; Sand – 35%; Silt – 30%; Clay – 35% e.) None of the above
5. The results of a particle size analysis of a soil are given in the following table. The Atterberg limit tests yielded LL=62, PL = 20. Sieve Opening (mm) Percent Coarser by Weight Sieve No. 4.75 5.1 10 2.00 10.0 20 0.85 0.425 40.7 40 70.2 84.8 90.5 60 0.25 100 0.15 200 Pan 0.075 100 a) Draw the gradation curve for this soil b) Determine the uniformity coefficient and the coefficient of curvature c) Classify the soil using USCS and ASSHTO d) Rate this soil as a subgrade for highway construction
Q1/ specimen of the fine-grained soil, 75 mm in diameter and 20 mm thick was tested in an oedometer in a laboratory. At applying pressure (240 kN/m²), the time with dial gauge readings are: Time (min) 0 Settlement (mm) 0 0.25 1 0.22 0.42 4 9 0.6 0.71 16 0.79 36 64 100 0.86 0.91 1.04 d 1- Find Coefficient of consolidation in cm²/s using root time and TV90% = 0.848. Scanned by TapScanner