Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Chapter 13, Problem 13.1CTP
To determine
Prepare a design chart by plotting the variations of
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4. In a consolidated-drained triaxial test on a clay that is normally consolidated, the results are
as follows: O3 = 15 lb/in
2
(Aoa)f = 11 lb/in?
(Aua)f = 7.2 lb/in?
a) Determine the consolidated-undrained friction angle.
%3D
b) Calculate the drained friction angle.
Q-2: Following are the results of four drained direct shear tests on an over consolidated clay:
Diameter of specimen = 50 mm
Height of specimen = 25 mm
Test no.
1
2
3
4
Normal force (N)
150
250
350
550
Shear force at failure (N)
157.5
199.9
257.6
363.4
Determine shear strength parameters by plotting graph
S2
Chapter 13 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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_forwardQ1) Triaxial un drained tests were performed on clay samples taken from stratum shown below (point A), . 1) Find the both of shear strength and shear stress acting on the inclined plane of 0 = 57° for this sample , (K,= 0.5), 2) If this point is exerted to surface load and the increment stress due to this load become the shear stress (t) that exerted on the this plane (0=57) %3D (A= 100 kpa), How much does GS Ya = 18 kN/m3 4 m v WI 13m sand gravel Gs=2.6, e=0.43 3.5 m 0 caly.c = 20 kN/m2,e = 24° Ysar=17 KN/ m 7marrow_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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