EBK PRINCIPLES OF GEOTECHNICAL ENGINEER
9th Edition
ISBN: 8220103611718
Author: SOBHAN
Publisher: CENGAGE L
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Chapter 13, Problem 13.1CTP
To determine
Prepare a design chart by plotting the variations of
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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.
The compression curve (void ratio, e vs. effective
stress, o) for a certain clayey soil is a straight
line in a semi-logarithmic plot and it passes
through the points (e = 1.2; o
= 50 kPa) and
(e = 0.6; o = 800 kPa). The compression index
(up to two decimal places) of the soil is
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.
Chapter 13 Solutions
EBK PRINCIPLES OF GEOTECHNICAL ENGINEER
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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- 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=0.16arrow_forwardIn a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 1b/in2 and friction angle is 210 . Calculate the effective confining pressure at failure.? A) 21 1b/in2 B) 22.2 1b/in2 C) 25.4 1b/in2 D) 17.9 1b/in2arrow_forwardQ-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 grapharrow_forward
- A sand sample in a triaxial test have the following stresses: Cell Pressure 25kpa 34kpa Axial Stress 33kpa 55kpa Pore Water pressure 12kpa 10kpa a. Compute the drained angle of internal friction. b. Determine the cohesion of the soil c. Find the angle of failure in sheararrow_forwardFor a normally consolidated clay specimen, the results of a drained triaxial test are as follows: · . Chamber-confining pressure = 125 kN/m² Deviator stress at failure = 175 kN/m² Determine the soil friction angle, 'arrow_forwardParagraph Styles Q#4. The following are the results of four drained direct shear tests on undisturbed normally consolidated clay samples having a diameter of 50 mm. and height of 25 mm Test No. Normal Force (N) Shear Force at Failure (N) 1 67 23.3 2 133 46.6 44.6 132.3 3 213 4 369 Draw a graph for shear stress at failure against the normal stress and determine the drained angle of friction from the graph. (Note: Use excel for calculation and drawing the graph).arrow_forward
- Subject: Soil Mechanics Please provide a solution and diagram An undisturbed soil sample, 100 mm in diameter and 200 mm high, was tested in a triaxial machine. The sample failed at an additional axial load of 3 kN with a vertical deformation of 20 mm. The failure plane was inclined at 50° to the horizontal and the cell pressure was 300 kN/m2, Determine, from Mohr’s circle, the cohesion in kPa. a. 125.6 b. 117.8 c. 91.3 d. 87.2arrow_forwardA 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_forward
- Table 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_forwardThere is an upward flow of 0.06 ml/s through a sand sample with a coefficient of permeability 3 × 10^–2 mm/s. The thickness of the sample is 150 mm and the cross-sectional area is 4500 mm2.Determine the effective stress in N/m2 at the bottom the sample, if the saturated unit weight of the sample, is 18.9 kN/m3. Provide Diagram a.709.5 b.177.38 c.88.69 d.354.75arrow_forward4. Figure Q4 shows a soil profile loaded with a uniformly distributed load, Ao=50kPa. The water table is located 2.5m below ground level and the soil above can be considered to be completely dry. The unit weight of the soil in each layer is given in the figure. Assume a unit weight for water, ywater=10KN/m. Results from an oedometer test carried out on a clay sample provide the following consolidation parameters: Preconsolidation stress, o'p=125kPa Recompression index, C,=-0.06 Compression index, Cc=-0.36 Initial void ratio, eo=0.9 Determine the consolidation settlement at the middle of e clay layer Aa'=50kPa dry sand Yary=16.5kN/m 2.5m saturated sand Ysat =18.8kN/m 4.5m saturated clay yat 19.2kN/m' e,=0.9 o =125kPa 5.0m Figure Q4arrow_forward
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