A consolidated undrained triaxial test was performed on a normally consolidated clay with a critical state friction angle of 230. After an initial isotropic consolidation at a cell pressure of 50 kPa, drainage was turned off, the cell pressure was increased to 85 kPa, and the sample was loaded to ultimate conditions. A pore pressure of 55 kPa was

A consolidated undrained triaxial test was performed on a normally consolidated clay with a critical state friction angle of 230. After an initial isotropic consolidation at a cell pressure of 50 kPa, drainage was turned off, the cell pressure was increased to 85 kPa, and the sample was loaded to ultimate conditions. A pore pressure of 55 kPa was

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter12: Shear Strength Of Soil

Section: Chapter Questions

Problem 12.18P

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A consolidated-drained triaxial test was conducted on a normallyconsolidated clay. Compute the angle, θ that the failure plane makes with the major principal stress, if the laboratory test results is givenas follows
A 75 mm diameter clay specimen was consolidated in an oedometer under 200 kPa. At the end of consolidation, the void ratio is 0.863 and the specimen thickness is 18.51 mm. When the stress increment of 200 was added to the current vertical stress of 200 kPa, the specimen consolidated to a thickness of 17.56 mm. Assuming that the clay was normally consolidated under the vertical stress of 200 kPa, find the a) coefficient of volume compressibility in (MPa)^-1 and rounded to the 3rd decimal place.b) and the compression index of the clay rounded to the 2nd decimal place.
A normally consolidated clay sample, which is fully saturated, was consolidated in thetriaxial cell under a particular all-round pressure of σ3. Upon consolidation, drainage valve isclosed and σ3 is kept constant while deviatoric stress was gradually increased under undrainedcondition until failure is reached. The following results are obtained: ½ (σ1 – σ3) = 1/3 σ3 and ½ (σ1′ + σ3′) = 2/3 σ3 Determine pore pressure coefficient Af′ at failure
For a normally consolidated insensitive clay ∅_CD = 30°. Deviator stress at failure of the same soil is 250 kN/m2 in CU test. If Skempton’s A-parameter at failure is 0.62, find out the confining pressure during the consolidation state. a. 260 b. 270 c. 280 d. 250
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A consolidated drained tri-axial test was conducted on normally consolidated clay. The results were: the confining pressure is 300 kPa and the deviators stress is 300 kPa. Compute the angle of shearing resistance.
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