A series of unconsolidated undrained (UU) triaxial compression tests have been performed on two"identical" clay specimens. The test results are as follows:Test Number Confining Pressure (kPa)| Deviator Stress at Failure (kPa)10296(i)(ii)1250100Plot the total stress Mohr circles for both specimens at failure (indicate the major and minorprincipal stresses on the plot). Draw the total stress Mohr-Coulomb failure envelop (i.e., the"p=0" envelop).Estimate the undrained shear strength.

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A series of unconsolidated undrained (UU) triaxial compression tests have been performed on two "identical" clay specimens. The test results are as follows: Test Number Confining Pressure (kPa) || Deviator Stress at Failure (kPa) 102 96 1 2 Plot the total stress Mohr circles for both specimens at failure (indicate the major and minor principal stresses on the plot). Draw the total stress Mohr-Coulomb failure envelop (i.e., the "p=0" envelop). (ii) Estimate the undrained shear strength. (i) 50 100

A series of unconsolidated undrained (UU) triaxial compression tests have been performed on two "identical" clay specimens. The test results are as follows: Test Number Confining Pressure (kPa) || Deviator Stress at Failure (kPa) 102 96 1 2 Plot the total stress Mohr circles for both specimens at failure (indicate the major and minor principal stresses on the plot). Draw the total stress Mohr-Coulomb failure envelop (i.e., the "p=0" envelop). (ii) Estimate the undrained shear strength. (i) 50 100

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter10: Shear Strength Of Soil

Section: Chapter Questions

Problem 10.10P

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8. A cohesionless (c' = 0 kPa) soil specimen was subjected to a consolidated-undrained triaxial test. The total stress path, the deviator stress, and the pwp are shown in the figures below. No scale is intended in the figure of the stress path. a. Determine o'₁ and 0's at failure. [o'₁ = 345 kPa, o's= 140 kPa] b. Determine the effective friction angle (') of the soil. [$' = 25°] C. Determine the 'A' pore water pressure parameter at failure. [A+ = 0.29] 250 -Deviator Stress q (kPa), 200 150 100 50 200 p (kPa) Deviator stress or PW/P (kPa) 5 10 Vertical strain (%) ---PWP 15 20
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