5. (a) In a series of drained triaxial tests on specimens of a fully saturated sandy clay soil the following results were obtained at failure: Cell pressure (kPa) Deviator stress at failure (kPa) 150 300 100 250 200 400 Determine the values of the shear strength parameters c' and (b) A series of unconsolidated-undrained triaxial tests were carried out on specimens of the same fully saturated sandy clay. The following results were obtained at failure: Cell pressure (kPa) Deviator stress at failure (kPa) 100 224 200 230 350 223 Determine the values of the shear strength parameters cu and (c) Explain the difference between the undrained and the drained shear strength of soil.

5. (a) In a series of drained triaxial tests on specimens of a fully saturated sandy clay soil the following results were obtained at failure: Cell pressure (kPa) Deviator stress at failure (kPa) 150 300 100 250 200 400 Determine the values of the shear strength parameters c' and (b) A series of unconsolidated-undrained triaxial tests were carried out on specimens of the same fully saturated sandy clay. The following results were obtained at failure: Cell pressure (kPa) Deviator stress at failure (kPa) 100 224 200 230 350 223 Determine the values of the shear strength parameters cu and (c) Explain the difference between the undrained and the drained shear strength of soil.

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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The results below were obtained at failure in a series of consolidated-untrained triaxial tests, with pore water pressure measurement, on specimens of a fully saturated clay. Determine the values of the shear strength parameters c' and 'If a specimen of the same soil were consolidated under an all-round pressure of 300 kN/m² and the principal stress difference applied with the all-round pressure changed to 400kN/m², what would be the expected value of principal stress difference at failure" 150 300 450 600 03 (kN/m²) 01-03 (kN/m²) u (kN/m²) 103 202 305 410 82 169 252 331
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Shear Strength In a UU Triaxial compression test on a = 0 soil, failure was observed at a deviatoric stress of 60 kN/m² under a confining stress 50 kN/m2 of the confining stress is increased to 100 kN/m², the deviatoric stress at failure is
In a CD test on saturated normally consolidated clay, the sample volume during shear (i) increases (ii) remains unchanged (iii) is reduced
Two different soil samples were subjected to the shear strength test, of which, the first cohesive soil specimen failed at the deviator test of 500 kN/m2, when the cell pressure of 400 kN/m2 was recorded in the tri-axial shear apparatus. The second soil sample with the coefficient of internal friction 30° was subjected to direct shear test. The proving ring constant value is 0.0001 N/µm and the soil failed at the constant normal stress of 600 kN/m2, when the dial gauge reading was observed as 50. Take the area of soil sample at failure as 100 cm2. What is the ratio of cohesion of the soil specimen (1) to soil specimen (2).
4. Please answer parts a and b
Samples from sandstone were collected from two different depths (80m and 200m) and triaxial shearing tests were performed to estimate the shear strength parameters. From each depth, two different specimens were tests at distinct isotropic confining pressures and from the experiments the deviatoric stress at failure was assessed. The results from these experiments are summarized in Table 1.1. Table 1.1 – Results of triaxial shearing tests at failure for the sandstone samples collected from different depths (Question 1) Specimen No. q (MPa) at failure Collection оз (MPa) depth (m) 1 80 0.600 3.325 2 80 1.800 8.179 3 200 0.600 5.310 4 200 1.800 11.103 (a) Determine the angle of shear strength and cohesion of the sandstone for each of the two different depths using the Mohr-Coulomb (linear) failure criterion based on total stress principle. (b) During the triaxial test measurements, local strain gauges were attached to the specimens for high quality measurements to be performed. It was…
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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.
c. An undisturbed soil sample, 110 mm in diameter and 220 mm in height, was tested in a triaxial machine. The sample sheared under an additional axial load of 3.35 kN with a vertical deformation of 21 mm. The failure plane was inclined at 50° to the horizontal and the cell pressure was 300 kN/m². i. Draw the Mohr circle diagram representing the above stress conditions, and from it determine: - Coulomb's equation for the shear strength of the soil, in terms of total stress; - the magnitude and obliquity of the resultant stress on the failure plane. ii. A further undisturbed sample of the soil was tested in a shear box under the same drainage conditions as used for the previous test. If the area of the box was 3600 mm² and the normal load was 500 N, what would you expect the failure stress to have been?