Situation 14: A sample of dry coarse-grained material was shaken through a nest of sievesand following results were obtained:Diameter (mm)4.7502.000Sieve No.Mass Retained (grams)41014.80200.85098.00400.42590.101000.150181.902000.075108.80Pan6.1042. Which of the following most nearly gives the effective diameter of the soil sample?c. 0.12mmd. 0.06mma. 0.10mmb. 0.08mm43. Which of the following most nearly gives the uniformity coefficient of the soil sample?(D6o = 0.44mm)а. 6.93b. 6.48с. 4.40d. 5.2144. Which of the following most nearly gives the coefficient of curvature of the soil sample?(D30 = 0.19mm)а. 0.61b. 0.82с. 0.53d. 1.10USDA Texturel Cle eniiegtion Suvotem

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Answered: Situation 14: A sample of dry…

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter3: Natural Soil Deposits And Subsoil Exploration

Section: Chapter Questions

Problem 3.15P

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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
Q2: The dial readings recorded during a consolidation test at a certain load increment are given below. Determine c, by both the square root of time and log of time methods. The thickness of the sample = 2 cm and the sample is drained both sides. Time Dial Reading Time min Dial Reading cm x 10-4 min cm x 10-4 0 240 15 622 0.10 318 H 30 738 C₁=0.848- 0.25 340 60 842 0.50 360 120 930 1.00 385 240 975 2.00 415 1200 1070 C,=0.197 4.00 464 8.00 530 90 H² tso
SITUATION 3. Following are the results of a sieve analysis. SIEVE NO. OPENING (mm) RETAINED 4 4.75 10 2.0 40 20 0.85 60 40 0.425 89 60 0.25 140 80 0.18 122 100 0.15 210 200 0.075 56 PAN 12 a. Find the effective particle size. b. Determine the uniformity coefficient. c. Find the coefficient of curvature.
In a site consisting of normally consolidated clean sands,the water table is at 10 ft depth. The average unit weight ofthe sand above and below the water table is 111.5 lb/ft3 and125.0 lb/ft3, respectively. At a 25 ft depth, N60 was reportedas 26. Determine the following:a. (N1)60 using Liao and Whitman’s (1986) equation for CNb. Dr using Skempton’s (1986) correlation c. Friction angle using Schmertmann’s (1975) correlationd. Modulus of elasticity using Kulhawy and Mayne’s (1990)correlation
1. A sample of dry coarse-grained material was shaken through a nest of sieves and the following results were obtained. Sieve No. % Finer a. Determine Effective Size b. Determine the Uniformity Coefficient c. Determine the Coefficient of Curvature 4 100 10 97 20 77 40 59 100 23 200
A sample of dry soil was shaken through a nest of sieves and the following results were obtained: Find the effective size of the sample. What is the uniformity coefficient of the sample and coefficient of concavity?
3- Following are the results of a laboratory consolidation test on a sample of undisturbed clay obtained from the field. Final height of specimen (in) Pressure, o' (lb/ft') 1 0.9917 1,000 2,000 4,000 0.9843 0.956 0.9142 8,000 0.8685 16,000 0.8228 32.000 The height of the specimen at the beginning of the test was 1.0 inch, and the diameter was 2.5 inches. The moist specimen weighed 0.31 lb and the water content was determined to be 19%. Estimate the compression index and the preconsolidation pressure from the e-log o' curve. (Plot in Excel) Given: Gs = 2.7.
Soil mechanics ضهقحشكوظز
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
use the attached graph paper) A series of direct shear tests was performed on a soil sample. Each test was carried out until the specimen sheared (failed). The laboratory data for the tests are tabulated as follows. Determine the soil's cohesion and angle of internal friction. Specimen Number 1 2 3 4 Normal Stress (kN/m²) 1200 1900 3000 4875 Shearing Stress (kN/m²) 2175 2310 2910 3615
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11 The following are the results of a consolidation test on a sample of a clayey soil. 11.3 Pressure, o (kN/m') 1.116 25 1.108 1.055 50 100 200 0.962 0.845 400 800 1600 0.755 11 0.65 80 0.658 0.675 400 0.685 200 a. Plot the e-log o' curve h. Using Casagrande's method, determine the preconsolidation pressure. c. Calculate the compression index, C, and the ratio of CJC_

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