Principles of Foundation Engineering
9th Edition
ISBN: 9780357684832
Author: Das
Publisher: Cengage Learning US
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Question
Chapter 2, Problem 2.23P
(a)
To determine
Find the friction angle of the soil C using Equation 2.87.
(b)
To determine
Find the friction angle of the soil C using Equation 2.88.
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Permeability tests were performed on a soil sample, under different void ratio
and different temperatures and the following results were obtained.
Test No.
1
2
Void ratio
(e)
0.65
1.02
Temperature
°℃
25°
40⁰
Estimate the coefficient of permeability at a temperature of 20°C for a voids
ratio of 0.80.
Given the following physical properties of water:
At 20°C, n = 10.09 × 10+ and p„ = 0.998 g/cm³
At 25°C, n = 8.95 × 104 g sec/cm² and p
k(cm/s)
0.4x10
1.9x10-¹
At 40° C, n = 6.54 × 10-¹ g sec/cm² and p
$0.997 g/cm³
=
= 0.992 g/cm³
Question 8 (1) - Oedometer test
What are the boundary conditions applied to a soil sample tested in an Oedometer?
Z
H
a) Pore water pressure at z = H (top of the sample) is PH = Yw. H
b) Ez = Ex
c) &z=&v (₂ is the volumetric strain of the sample)
d) At time t=0, 4p = 0
Q # 1. Organic soils are typically characterized by high void ratio, low specific gravity, and high
compressibility. Following are the results of a consolidation test on a sample of organic soil.
Pressure, o (kN/m2)
Change in dial reading, AH (mm)
0.284
12
0.150
24
0.315
48
0.564
100
0.823
200
2.25
400
5.34
Given that the initial height of the specimen = 20.6 mm, mass of dry specimen = 12 g, area of specimen =
31.67 cm2 and G, = 2.49.
Plot the e, log o' curve.
b. Determine the preconsolidation pressure.
a.
Chapter 2 Solutions
Principles of Foundation Engineering
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- A consolidated-undrained tri-axial test was conducted on a normally conslidated clay sample and the results are follows: Chamber confining pressure= 119kpa Deviator Stress at failure=90 kpa Pore water pressure= 58kpa These results were used to determine the drained friction angle of the soil. Compute the deviator stress (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 156 kpa. Use stored value. Answer to 5 decimal places.arrow_forwardPart #2 Effective Stress (kPa) Void Ratio (%) The following are the results of laboratory consolidation test conducted on clayey soil sample. Determine, graphically, the compression and recompression indices, Cc, C, of this soil. Using Casagrande's method, determine graphically the preconsolidation pressure. 0.891 54 0.866 107 0.841 214 0.802 429 0.737 858 0.653 1716 0.560 3432 0.467arrow_forwardHomeworks 2. The following results were obtained from an oedometer test on a specimen of saturated clay: Pressure (kN/m?) 27 54 107 214 429 214 107 54 Void ratio 1.243 1.217 1.144 1.068 0.994 1.001 1.012 1.024 A layer of this clay 8m thick lies below a 4m depth of sand, the water table being at the surface. The saturated unit weight for both soils is 19kN/m3. A 4m depth of fill of unit weight 21 kN/m3 is placed on the sand over an extensive area. Determine the final settlement due to consolidation of the clay. -1 e -eo 1+e, o'y-o'vo my S = i=larrow_forward
- A consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 37.16 degrees, Drained angle of friction = 63.71 degrees, Deviator stress at failure = 530 lb/ft^2. Determine the pore water stress at failure in lb/ft^2arrow_forwardThe following results were obtained from a direct shear test on a dry uncemented carbonate sand: normal stress = 96.6 kPa, shear stress at failure = 67.7 kPa. By means of a Mohr's circle of stresses, find the magnitude and directions of the principal stresses acting on a soil element within the zone of failure. Assume uniformity of the sample. Show step-by-step your answer with the formulated equations and final results.arrow_forwardA consolidated undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows: chamber confining pressure = 110kpa deviator stress at failure = 96kpa pore water pressure = 66kpa these test results were used to determine the drained friction angle of the soil. compute the deviator stress in (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 163kpa.arrow_forward
- Permeability tests were performed on a soil sample, under different void ratio and different temperatures and the following results were obtained. Test No. 1 2 Void ratio Temperature °C (e) 0.65 1.02 25° 40⁰ Estimate the coefficient of permeability at a temperature of 20°C for a voids ratio of 0.80. Given the following physical properties of water: At 20°C, n = 10.09 × 10+ and p„ = 0.998 g/cm³ At 25°C, n = 8.95 × 104 g sec/cm² and p k(cm/s) 0.4x10 1.9x10¹ At 40° C, n = 6.54 × 10 g sec/cm² and p 8 0.997 g/cm³ = 0.992 g/cm³arrow_forwardQuestion 24 The following results were obtained from a direct shear test on a dry uncemented carbonate sand: normal stress = 96.6 kPa, shear stress at failure = 67.7 kPa. By means of a Mohr's circle of stresses, find the magnitude and directions of the principal stresses acting on a soil element within the zone of failure. Assume uniformity of the sample. Show step-by-step your answer with the formulated equations and final results.arrow_forwardA consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 38.65°, Drained angle of friction = 62.59°, Deviator stress at failure = 509 lb/ft^2. Determine the pore water stress at failure in lb/ft^2.arrow_forward
- Part #2 The following are the results of laboratory consolidation test conducted on clayey soil sample. Determine, graphically, the compression and recompression indices, Cc, Cr of this soil. Using Casagrande's method, determine graphically the preconsolidation pressure. Effective Stress (kPa) Void Ratio (%) 27 1.24 1.21 1.15 1.08 0.99 1.00 1.01 1.02 54 107 214 429 214 107 54arrow_forwardQuestion 3 The results of two consolidated-drained test triaxial tests on a clay are given below: Specimen No. Chamber Pressure Deviator Stress 220 400 105 II 210 1. Determine the angle of internal friction. 2. Determine the cohesion of the clay. 3. Determine the normal stress on the point on the failure plane of the 2"d specimen. O Question 1: A. 26.744 O Question 1: B. 26.042 O Question 1: C. 27.871 O Question 1: D. 27.486 O Question 2: A. 10.737 O Question 2: B. 12.141 O Question 2: C. 17.372 O Question 2: D. 14.836 O Question 3: A. 317.694 O Question 3: B. 232.575 O Question 3: C. 230.306 O Question 3: D. 322.194 O O O O O O O COarrow_forwardTwo soil sample A and Bhave porosities n₁ = 40% and ng = 60% respectively. What is the ratio of void ratios e: eg? A (a) 2:3 (c) 4:9 (b) 3:2 (d) 9:4arrow_forward
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