Q6: A saturated clay sample was consolidated in the triaxial cell under a cell pressure of 150 kN/m. The drainage valve was then closed and the deviator stress was quickly increased to 200 kN/m² when failure occurred. If c' pressure coefficient A at failure. = 15 kN/m? and o = 20 °, find the pore water pressure and Skempton's pore %3D

Q6: A saturated clay sample was consolidated in the triaxial cell under a cell pressure of 150 kN/m. The drainage valve was then closed and the deviator stress was quickly increased to 200 kN/m² when failure occurred. If c' pressure coefficient A at failure. = 15 kN/m? and o = 20 °, find the pore water pressure and Skempton's pore %3D

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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(1) A well is drilling to the depth of 6000 m. Formation pore pressure can be expressed in equivalent mud weight is 1.50 g/cm' at the depth and changes in proportion to well depth. Also, overburden pressure gradient is 0.0245 MPa/m. Calculate: a. Pore pressure gradient at 6000 m, MPa/m. b.Pore pressure, psi, at 6000 m. c. Matrix stress gradient, MPa/m d.Matrix stress at 6000 m, MPa
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It is known that a particular deposit of clay has the following shear strength parameters: c' = 15 kPa, o' = 23°; Cu = 10 kPa, cu = 13° A sample of this clay is consolidated in a triaxial cell to an all-round pressure (03) of 250 kPa. The sample is then sheared by increasing 0₁, keeping 3 constant and the drainage valve closed. What is: i) ₁ at failure? ii) Pore water pressure inside the sample at failure? iii) Final values of 0₁' and 03'? iv) Value at failure of Skempton's pore pressure coefficient A?
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A consolidated-drained triaxial test was conducted on an overconsolidated clay sample. The sample failed in test 1 at 01=200 kPa and 03=130 kPa, and in test 2 at o1=400 kPa and 03=290 kPa. Determine the undrained and drained friction angles and cohesion for the assumption that the Skempton's pore water pressure parameter A=0.45. Also, for a CU test on the same soil, determine o1, 1', 03', and excess pore water pressure u for 03=340 kPa.
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Example 9.2: A clay soil, tested in a consolidometer, showed a decrease in void res •m 1.20 to 1.10 when the presure was increased from 0.25 to 0.50 kgflem?. Calculate to. efficient of compressibility (a) and the coefficient of volume compressibility (m). If t •ficient of consolidation (c,) determined in the test for the given stress increment u m?/year, calculate the coefficient of permeability in cm/s. If the sample tested at the site was taken from a clay layer 3.0 m in thickness, determin consolidation settlement resulting from the given stress increment. lution:
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, I-2.76, and 2-0.16
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