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MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, 9th Edition, [Instant Access], 2 terms (12 months)
9th Edition
ISBN: 9781305971257
Author: Braja M. Das; Khaled Sobhan
Publisher: Cengage Learning US
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Chapter 13, Problem 13.1CTP
To determine
Prepare a design chart by plotting the variations of
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This question is in Advanced Soil Mechanics
A sand sample with = 1.95, λ = 0.04, M = 1.4, is consolidated in triaxial apparatus under
axial stress = 200 kPa and radial stress or = 50 kPa then sheared under standard triaxial test.
If the specific volume before shear is vo= 1.73. What will be the undrained shear strength of
sand and the magnitude of backwater pressure so that the water will not cavitate during
undrained failure.
Three samples of loose sand were tested under consolidated undrained conditions. The failure stresses and excess pore water pressure for the soil sample is given below:
Cell pressure = 212 kpa
Deviator stress = 128 kpa
Pore water pressure = 81 kpa
Determine the drained angle of inclination of failure plane in degrees.
1. A Sample of Clay is isotropically normally consolidated to a cell pressure of 350kPa. The sample
was then sheared (standard) in a drained state. Calculate values of q, p', and v at failure if the
soil constants were:
M=0.88, N=2.88, T=2.76, and λ=0.16
Chapter 13 Solutions
MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, 9th Edition, [Instant Access], 2 terms (12 months)
Ch. 13 - Prob. 13.1PCh. 13 - Prob. 13.2PCh. 13 - Prob. 13.3PCh. 13 - Prob. 13.4PCh. 13 - Prob. 13.5PCh. 13 - Prob. 13.6PCh. 13 - Prob. 13.7PCh. 13 - Prob. 13.8PCh. 13 - Prob. 13.9PCh. 13 - Prob. 13.10P
Ch. 13 - Prob. 13.11PCh. 13 - Prob. 13.12PCh. 13 - Prob. 13.13PCh. 13 - Prob. 13.14PCh. 13 - Prob. 13.15PCh. 13 - Prob. 13.16PCh. 13 - Prob. 13.17PCh. 13 - Prob. 13.18PCh. 13 - Prob. 13.19PCh. 13 - Prob. 13.20PCh. 13 - Prob. 13.21PCh. 13 - Prob. 13.22PCh. 13 - Prob. 13.23PCh. 13 - Prob. 13.24PCh. 13 - Prob. 13.25PCh. 13 - Prob. 13.26PCh. 13 - Prob. 13.27PCh. 13 - Prob. 13.1CTP
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- A compacted earth fill is constructed on a soft, saturated clay (figure below). The fill was compacted to an average dry unit weight of 19 kN/m³ and water content of 15%. The shearing strength of the fill was determined by CU tests on samples compacted to representative field conditions. The shear strength parameters are su = 45 kPa, Þ, = 34°, and es = 28°. The variation of undrained shear strength of the soft clay with depth as determined by simple shear tests is shown in the figure below, and the friction angle at the critical state is pes = 30°. The average water content of the soft clay is 40%. Compute the factor of safety using Bishop's simplified method. Assume that a tension crack will develop in the fill. 8 m 10 m 3 6 m Clay crust Su (kPa) 7.5 15 Compacted fill + 1 m E 1.0 2.5 4 m Soft clay 5.0 Very dense sand 10 kPa [Budhu M. Soil Mechanics & Foundations (3E), p. 720] Page I of 2 Note the following: · Produce a step-by-step solution and clearly outline your approach. · Use…arrow_forwardThree samples of loose sand were tested under consolidated undrained (CU) conditions. The failure stresses and excess pore water pressure for the soil sample is given below: Cell Pressure = 243 kPa Deviator Stress = 127 kPa Pore Water Pressure = 82 kPa Determine the drained angle of inclination of failure plane in degrees. Round off to two decimal places. Answer: 53.22arrow_forwardTable 1 given below presents the results of a conventional oedometer consolidation test conducted on a saturated clay sample with an initial height (thickness) and void ratio of H, = 20 mm and e, = 0.866, respectively. (a) Plot the consolidation curve in the semi-logarithmic space of void ratio and effective stress (or e-logo'). Determine the compression index C., recompression index C, and swell/rebound index C,. (b) Determine the past maximum effective stress (or pre-consolidation pressure) using the (maximum curvature) graphical method. (c) Determine the coefficient of compressibility m, for each of the loading/unloading stages. (d) Using the data provided in Table 2, which shows the relationship between displacement and time for the loading stage 160 kPa → 320 kPa, determine the coefficient of consolidation C, (using both methods discussed in the class) and the coefficient of permeability k for this loading stage. Table 2 Time, t (min) | Displacement, d (mm) Table 1 0.389 0.10…arrow_forward
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